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HomeMy WebLinkAboutCOR-2010-Structural Design Addendum 2 - ConstructionCalc, Inc 18575 W. Lakeview Lane Tim K. Garri5on, P.E. Mount Vernon, WA 98274 timg@con5tructioncalc.com 3GO-422-5GG3 Structural Design — Addendum 2 :15alcony Modifications; New Windows at Clock Tower; Sun Room Addition . Chandler's Square Addition , Anacortes, WA For: Mark Christ, Architect CCI Job Number: T0902 I February I G, 2010 r D INDEX: Design Sketches BY-SK I ; CT-SK I ; SR-SK I — SR-5K4 Standard 5peafication5. (per original, 8/1 3/09) Calculations. SRC I -5RC5; DYC I -BYC2 Total No. of pages excluding cover Sheet; 13 Notes, Disclaimers: • Con5truct1onCaIc, Inc. (CCI) takes no re5pon5ibility for items not 5pecifically addressed within this report set. • The Standard Structural 5pecification5 per our original design, 8/1 3/09, Shall be in effect for the work shown in this addendum. TM i CO&$ RUCTION CALL 18579 W.Lakeview Lane Cell:(360)708-1865 We Empower The Building Industry Mount Vernon,WA 98274 timg0constructioncalc.com or SOFTWARE,B ENGINE E R I N G 6-SEA I N A R 5 Office:(360)422-5663 buildersengineer®constructioncalc.com. Fax:(360)422-5664 www.constructioncalc.com `s P FT INkSTC lit— items t - Z'oFS PS f R eAP-ti e X S PT a a.� 2 ti k? Q U'. GT I zi .. to u XM %—.o aoa i I I I a � THIRD FLOOR FRAMING 1 hr rated wall to underside of 1 hr rated entry ceiling O engineered connection to follow assume HUCs 13 14 and CS16s 10'-0" belt band V in line w/ floor framing I 6Y2r, 8'-9° y2" / floor joists ® 16"oc w/ TF hanger each end 5 � N © 2x ledger w/ 5/8" lags D0 D0 �D C staggered at 8»oc -1- sun room QD C �-3 316 Note: Li -, o1 1 hour rated ceiling PR 30"x80" o (2) layers 5/8" type X 1 hr roted N gypsum soffit board O ho 9t o en �© 1x6 T&G cedar finish O 187 D Note:4Y2» es Provide R-30 min floor insulation work with 5'-2' extent of rated wall architect to coordinate st Ir3 per IBC 1020.1.4 venting with fire rating 31 at third floor O O THIRD FLOOR PLAN Sun Room at Entry Plans not to scale Sheet: Date: ptal U92,08,09 Chandler's Square plCmlo Mark E. Christ,Architect tmctio 810 Bennett Street Independent Living phoneW00)855-15 98284 phone(360)855-1546 z . o Q) Q o W 0 f T o C U ffm �— tll N D -v o 0 c 2 L ° '°1 N 3 to p v- tn ° "Q L LO N L �• to p 0 O° 0 > _ OL L ° L c a j 0 ° - L o_•- D N `o ° � a) - �' co tV x 0 0c '- ° L. O 3 O__0 1 C $: C _ -0 0 0 N Qi m3. M1. Q +Hillp .L 0 c � 3 : N 'v N "0 O A,iw N ° v- 7 C $ . - L�, a) °N O 0 0 m] "n- II mot) 0 3E P - W AW' O CIO > +1 L L Q O N Li LL J d W > �' P♦ ai d N Cn W p U W >1 d d Pq W +> +> Pq d N 3 $ p O d oa O ~ L a m IA 0 _Y L U 4 {' - :3 :3 c is C/) u0 ��� na COLS RUCTION CALC 18579 W.Lakeview Lane Cell:(360)708-1865 We Empower The Building Industry Mount Vernon,WA 98274 timg@constructioncalc.com or SOFTWARE, E`N G I N E ER I N G 6-SEMINARS - Office:(360)422-5663 buiidersengineer®constructioncalc.com: Fax:(360)422-5664 www.constructioncaic.com N TyP YVL>0„N e f k I S > x t,2y ILO ® l6 " 2% L��g Psi 1 A U 8" o C, ��Ot25 i NA L , Cl . Tj-1 i{ Ic � AL V. 06 o ALC Tm 18579 W.Lakeview Lane Cell:(360)708-1865 Cis RUC'T IN W-e Empower The Building Industry Mount Vernon,WA 98274 timg@constructioncalc.com or SOFTWARE €.M i N AR s. �� Office:(360)422-5663 buiitdersengineer®constructioncalc.com.. Fax:(360)422-5664 www.constructioncalc.com ------------- Zuli�,x 1l$ ��A t�J) 3 �>ubS V�EJ_AJ i CASTM RUCTIQN CALC 18579 W.Lakeview Lane Cell:(360)708-1865 - We Empower The Building Industry Mount Vernon,WA 98274 timg@constructioncalc.com or SOFTWARE, -ENGINEERING 3 SEMINARS. - Office:(360)422-5663 bu'ildersengineer®constructioncalc.com': i Fax:(360)422-5664 www.constructioncalc.com L�4Z�2At. �ivry RPa>` 17a7 wtLL- t�pI A LA AFL C? V� �`- �� �ld -t to •�j�l`o��--1- �SCIbJI, IJ.�i) Z6 � ��i� l'A Lti r�1,oa_17, okf_ uv_ s T ((7) 7 SQ LACT'5 'J" S'c,n Eu r ✓U c c& `6 �<t' 6� <QC-A-12_r wjutc. To p TAT 1=6R8� .2 - R 7 p�x6 17 V_/ E. �FT,t A,� c 3 FIST `� l. ��( �jti�� C ?f?� tr p� ✓� ConstructionCalc,Inc.Tim K.Garrison,P.E. Cc:ki RUCTIONCALC ProBeam v4.03 Assumptions: Top and bottom must be laterally supported at 4-ft max.intervals. Full-depth blocking req'd at supports and cantilever end. Bending in strong axis only.No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC,2003 IBC,and 1997 UBC. Disclaimer: All users of this software shall comply with State Engineering Law,which specifies who may perform engineering,and defines the practice of engineering. Job Name: Chandlers Square Addition Load and Span Diagram(Not To state.Pitch,if any,rotshown) Beam I.D.: sun room joists 120 100 Other Info.: 2/16/2010 80 Main Span,L= 10.00 ft a 60 a 40 Main Span Max.Allowed Live Defl:L/ .....................600 =0.20 in o 20 Main Span Max.Allowed Total Defl L/ 480...................... =0.25 in J p Cantilever(Overhang)Exists? No 1, -20 2 4 6 8 1 12 Pitch if Sloped: 0.0:12 -40-60 Span(ft) Load Duration uve:1.00 Loads From Continuous Member? No Add Self Wt.? 0 y- 0 Press Treated? Wet Cond? Temp Cond. For Wood and p Loads Other Than Uniform Loads? No Glul-ams Only: Not press treated F100 deg F&less f Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead l Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads 60 psf 15 psf 1.33 ft 79.8 lb/ft 79.8 Iblft 20.0 lb/ft Total Adjusted Uniform Loads w1= 79.8 lb/ft cop= 20.0 Wit Combined Total Uniform Load wu= 99.8 lb/ft Glued Laminated Members 2.0E Parallam PSL Glulam Grade 24F-V4(DF/DF) . - 5-1/4"x 9-1/4" Acceptable Solutions 2-11116"x 9-1/4" 7"x 9-1/4" 2.5"x 7.5" 5.125"x 6" 3-112"x 9-1/4" SN Wt= 0 List properties for List glu lam properties for 3"x 6" 6.75"x 7.5" what size? 3-1/2"x 14" Fb=2900 Fv=290 Fcp=750 E=2000000 what size glulam? 3.125"x 6" 8.75"x 9" I-Level,TJI 5"x 16.5" 5"x 6" Web 11-7/8"TJI/L65 9-1/2"TJI 110 Fb=2400 Fv=240 Fcp=650 E=1800000 Fbt=1850 Self Wt=O Stiffeners? 16"TJI I L65 9-1/2"TJI 210 1.9E Microllam LVL No 16"TJI I L90 9-1/2"TJI 230 List properties for what 1-3/4" x 7-1/4" 1 (3)1-3/4"x 5-11/2" 14"TJI H90 11-7/8"TJI 360 size LVL? (2)1-314"x 5-1/2" (2)1-3/4" x 11-7/6" � Fb=2600 Fv=285 Fcp=750 E=1900000 SN Wt=O 1.3E Timberstrand LSL An asterisk• 1.55E Timberstrand LSL List properties for what 3-1/2" x 7-1/4" indicates anon- List properties for - size 1314" x 9-114" (3)1-314" x 9-1/4" size LSL? acceptable sol'n. what size? (2)1-3/4" x 9-1/4" SN Wt= 0 3-1/2" x 5-1/2"• V Fb=1900 Fv=150 Fcp=435 E=1300000 SN Wt=O 1-3/4" x 11-1/4" wl Fb=2325 Fv=310 Fcp=800 E=1550000 Final Member Tim I-joist . Final Member Results Final Member: 9-1/2"TJI 110,TJM I- Bending Overdesign:90.9% Material Library Choose From Min.Si That Calc.. Joist Shear Overdesign: 144.6°/u zes Final Size: 9-1/z"T3I 110 . Deflection Overdesign: 55.9% Min.Bearing Lengths:= 1.75 in.(Left) = 1.75 in.(Right) Use Conditions Selected: None. Bearing/Buckling Overdsgn: 77.4% Vert Diff(approx): 0.00 ft True Len(approx): FFinal member okay by: 55.9% Actual Member Size:1.75"x 9.50" 10.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Maximums R,-Left R,-Right Max.Positive Moment: 1,247 ft-lb 5.00 ft Main Span ........................................................................................:.................................................................................................................................... Live Load: 399 Ib 399 lb Max.Negative Moment' ft-lb 0.00 it Main Span ............................................................................................................................................................................................................................. Dead Load: 100 lb 100 lb Max Design Shear: 499 lb 0.00 it Main Span ............................................................................................................................................................................................................................. Total Load: 499 Ib 499 Ib Main Span Max.Downward: Live Case Causing Max N/A N/A Deflection(Live/Total); 0.128"/0.160" 5.00'/5.00' Main I Main ........................................................................................:.................................................................................................................................... Main Span Max.Upward Deflection; 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,Le Left R,-Right (Live/Total); ....................................................... ................................ ............ Live Load: 0 Ito 0 lb Cant Down.Defl.(Live/Tot): N/A N/A N/A ......................................--...:..........................................,.................................................................................................................................... 0.6 or 1.0 Dead: 60 Ib 60 Ib Cant:. Defl.:..SLive l Tot):N/A........................................................N/A..................................N/A ...................... Net Reaction 60 Ib 60 Ib Req'd El,Not Incl.Self Wt.:18.978E+07 Actual El: 1.40E+08 Live Case Causing Min N/A N/A Approx.Self Weight:;N/A Approx.Tot.Wt.: NIA Min.Calc'd Bearing Lengths:! = 1.75 in Left = 1.75 in(Right) ProBeam v4_03 WCAS -4 ConstructionCalc,Inc.Tim K.Garrison,P.E. CASjRUCTIONCALC ProBeam 14.03 Assumptions:Top and bottom must be laterally supported at 4-ft max.intervals. Full-depth blocking req'd at supports and cantilever end. Bending in strong axis only.No wane in Glulam laminations. Dynamic loading not considered.Compliant with 2006 IBC,2003 IBC,and 1997 UBC. Disclaimer:All users of this software shall comply with State Engineering Law,which specifies who may perform engineering,and defines the practice of engineering. Job Name: Chandler's Square Addition Load and Span Diagram(Not To scale.Pitch,9 any,not shown) Beam I.D.: sun room beam B 700 600 Other Info.: 2/16/2010 Soo > 400 Main Span,L= 10.00 ft a 300 .................................................. v 200 Main Span Max.Allowed Live Defl:L/ 360.- =0.33 in � 1p0 Main Span Max.Allowed Total Defl:L/ 240 i=0.50 in D ..................................................: -100 2 4 6 8 12 Cantilever(Overhang)Exists? No . -200 Pitch if Sloped: 0.0:12 -300 Span(ft) Load Duration 11ve:1.00 Loads From Continuous Member?IN. i Add Self Wt.? Q yes ®No For Wood and Press Treated? Wet Cond? Temp Cond. Loads Other Than Uniform Loads? No GluLams Only: Not p ea treated . Dry . lop, F a less . I Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Uve Uniform Dead Live,psf Dead, sf Width,ft Load,plf Load,plf. Load,plf. I Roof Loads(not including snow) 15 psf 3.00 ft - - 45.0lb/ft Roof Snow(only) 25 psf 3.00 ft 75.0 lb/ft 75.0 lb/ft Floor 3 Loads - - Floor 2 Loads - - Floor Loads 60 psf 15 psf 5.00 It 300.0 lb/ft 300.0 lb/ft 75.0 lb/ft Wall Dead Load 10 psf 9.00 ft 90.0 lb/ft Other'psf load and tdb.width - - Additional'pIP Unif.Live Loads.: .... .n;oprt 0 Additional'plf Unif.Dead Loads.;...................oe Load Subtotals 375.0 lb/ft 375.0 lb/ft 210.0 lb/ft Total Adjusted Uniform Loads wL= 375.0 lb/ft WD= 210.0 lb/ft Combined Total Uniform Load `r`/U= 585.0lb/ft Glued Laminated Members 2.0E Parallam PSL Glulam Grade 24FV4(OF/DF) . 511C x 9.114" Acceptable Solutions 2-11/16"x 9-114" 7"x 9-1/4" 2.5"x 10.5"" 5.125"x 7.5" List properties for 3-112"x 9-114" Slf Wt= 0 List glu lam properties for 3"x 9" 6.75"x 7.5" what size? 3-1/2"x 14^ 7 Fb=2900 Fv=290 Fcp=750 E=2000000 what size glulam? 3.125"x 9" 8.75"x 9"" Li 1-Level.TJI 5"x 16.5" V 5"x7.5" Web - - Fb=2400 Fv=240 Fcp=650 E=1800000 Fbt=1850 Self Wt=O Stiffeners? 1.9E Microllam LVL - - - List properties for what 1-3/4" x 11-1/4" (3)1-3/4"x 7-114" size LVL? (2)1-314" x 9-114" (2)1-3/4"x 11-7/8" v Fb=2600 Fv=285 Fcp=750 E=1900000 Slf Wt=0 1.3E Timberstrand LSL An asterisk• 1.55E Timberstrand LSL indicates a non- 1-3/4"x 11-718" (3)1-314"x 9-1/4" List properties for what acceptable sol'n. List properties for size LSL? what size? (2)11-3hr x 9.1/4" Slf Wt= 0 3-1/2"x s-1/2"* v Fb=1900 Fv=150 Fcp=435 E=1300000 Slf Wt=O 1-3/4"x Il-1/4"' Fb=2325 Fv=310 Fcp=800 E=1550000 Final Member IParalWm 2.0E PSL Final Member Results Final Member:2-11/16"x 9-1/4", Bending Overdesign: 30.4% Material Library ChooseFramMln.SzesTha[Cak. Parallam 2.0E PSL Shear Overdesign:94.2% Final Size: 2-11/16"x 9-1/4" . Deflection Overdesign: 33.0% Min.Bearing Lengths:= 1.67 in.(Left) = 1.67 in.(Right) Use Conditions Selected: None. Bearing/Buckling Overdsgn: WA Vert Diff(approx): 0.00 ft True Len(approx): Final member okay by: 3o.4% Actual Member Size:2-11116"x 9-1/4" 10.00 It Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Maximums R,-Left R,-Right Max.Positive Moment:7,313 ft-Ib 5.00 ft Main Span ......................................................._............................................................................................................................................ Live Load: 1,875 lb 1,8751b Max Ne.ative Moment: ft Ib 0:00 ft Main Span ...................... ......... Dead Load: 1,0501b 1,050 lb .Max Design Shear 2,474Ib 0.00 ft..................._Main Span. ......... ........ Total Load: 2,925 lb 2,925 lb Main Span Max.Downwardi 0.241"/0.376" 5.00'/5.00' Main/Main Live Case Causing Max WA WA Deflection(Live/Total); ..............................................................................:...................................................................................................................... Main Span Max.Upward Deflection; 0.000"/0.000" 0.00,/0.00' Main/Main Minimums R,-Left R,-Rich t (Live/Total)i .............(....................).:...................................................................................................................... Live Load: 0 lb 01b Cant.Down.Deft. Uve/Tot:WA WA WA ..................................................................................................................................................................................................... 0.6 or 1.0 Dead: 63011b 6301bWA.................................................._WA WA ........................................................ Net Reaction 630 Ib 630 Ib Req'd El,Not Incl.Self Wt.:2.633E+08 Actual El: 3.50E+08 Live Case Causing Min WA WA Approx.Self Weight:WA Approx.Tot.Wt.: WA Min.Caldcl Bearin Len ths:E = 1.67 in Left = 1.67 in(Right) ProBeam v4_03 WC.xls �a-e�4- ConstructionCalc,Inc.Tim K.Garrison,P.E. CcrNs RUCTIOIVCALC ProBeam W.03 Assumptions:Top and bottom must be laterally supported at 4-ft max.intervals. Full-depth blocking req'd at supports and cantilever end. Bending in strong axis only.No wane in Glulam laminations. Dynamic loading not considered.Compliant with 20061BC,20031BC,and 1997 UBC. " Disclaimer:All users of this software shall comply with State Engineering Law,which specifies who may perform engineering,and defines the practice of engineering. Job Name: Chandler's Square Addition Load and Span Diagram(Not To Scale.Pitch,if any,not shown) Beam I.D.: sun room beam C 1,000 Other Info.: 2/16/2010 800 600 Main Span,L aoo v Main Span Max.Allowed Live Defl:L/ 360_..... =0.32 in 0" zoo Main Span Max.Allowed Total Defl:L/ 240 =o.ae In 0 .................................................. Cantilever(Overhang)Exists? No . 200 1 2 3 4 5 6 7 a 9 10 -400 Pitch if Sloped: 0.0:12 -boo Span(It) Load Duration snow:l.ls Loads From Continuous Member? No Add Self Wt.? p yg ®No Press Treated? Wet Cond? Tem Cond. For Wood and p Loads Other Than Uniform Loads? No GluLams Only: trot press treated D y 100 deg F a less V Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live,psf Dead, sf Width,ft Load,plf Load,pff. Load,plf. Roof Loads(not including snow) 15 psf 17.50 ft - - 262.5 lb/ft - Roof Snow(only) 25 sf 17.50 ft 437.5 lb/ft 437.5 lb/ft Floor 3 Loads - Floor 2 Loads - - - Floor Loads 60 sf 15 psf 1.00 ft 60.0 lb/ft 60.0 lb/ft 15.0 lb/ft Wall Dead Load 10 sf 8.00 ft 80.0lb/ft Other'psf load and trib.width - - Additional'pif Unif.Live Loads.: Descdp;n.opts 0 :................................ Additional'plf Unif.Dead Loads.; oescnp.n.optl Load Subtotals 497.5lb/ft 497.5lb/ft 357.5lb/ft Total Adjusted Uniform Loads wt= 497.5lb/ft wD= 357.5lb/ft Combined Total Uniform Load wu= 855.0lb/ft Glued Laminated Members 2.0E Parallam PSL Glulam Grade 24F-v4(DF/DF) 1 5-1/4"x9.114" Acceptable Solutions 2-11/16"x 9-114" 7"z 9.114" 2.5"x 10.5" 5.125"x 9" List properties for 3-112"x 9-1/4" Slf Wt= 0 List glu lam properties for 3"x 10.5" 6.75"x 7.5" what size? 3-1/2"x 14" Fb=3335 Fv=333.5 Fcp=750 E=2000000 what size glulam? 3.125"x 9" 8.75"x 9" I-Level.TJI s"x16.s^ V 5"x9" Web Fb=2760 Fv=276 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=O Stiffeners? 1.9E Microllam LVL List properties for what 1-3/4" x 11-718" (3)1-3/4"x 9-1/4" size LVL? (2)1-3hr x 9.114" (2)1-3/4"x 11-7/6^ Fb=2990 Fv=327.75 Fcp=750 E=1900000 Slf Wt=O 1.3E Timberstrand LSL An asterisk• 1.55E Timberstrand LSL List properties for what indicates a non- Ll properties fo 1-3/4"x 14" (3)1-314"x 9.114" size LSL? acceptable sol'n. what size? (2)1-314" x 9-1/4" Slf Wt=0 3-1/2^z s-1/2"_ � Fb=2185 Fv=172.5 Fcp=435 E=1300000 Slf Wt=O 1-3/4"x 11-1/4" Fb=2674 Fv=356.5 Fcp=800 E=1550000 Final Member Results Final Member ParalWm 2.0E PSL Bending Overdesign: 13.7% Final Member:2-11/16"x 9-1/4", Material Library Choose From Min.Sizes That Cak. Parallarn 2.0E PSL Shear Overdesign:62.4% Final Size: 2-11/16"x 9-1/4" . Deflection Overdesign:6A% Min.Bearing Lengths:= 2.32 in.(Left) = 2.32 in.(Right) Use Conditions Selected: None. Bearing/Buckling Overdsgn: WA Vert Diff(approx): 0.00 ft True Len(approx): Final member okay by: 6.1% Actual Member Size:2-11/16"x 9-114" 9.50 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Maximums R -L R,-Right Max.Positive Moment:29,645 ft-lb 4.75 ft Main Span ..................................................................................................................................................................................................... Live Load: 2,363lb 2,363lb Max.Negative Moment:s0 ft-lb 0.00 ft Main Span ..................................................................................................................................................................................................... Dead Load: 1,698 I 1,698 lb Max Design Shear:i 3,402 lb 0.00 ft Main Span .............................................................................._...................................................................................................................... Total Load: 4,061 lb 4,061 lb Main Span Max. nw s Live Case Causing Max WA N/A Deflection(Uve/Totalp 0.260"/0.448" 4.75'/4.75' Main/Main ..............................................................................r...................................................................................................................... Main Span Max.Upward Deflections 0.000"/0.000" 0.09/0.00, Main/Main Minimums R,-Left R,-Rich t (Live/Total): ..............................................................................:...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Tot):;WA WA WA ..................................................................................................................................................................................................... 0.6 or 1.0 Dead: 1,019 lb 1,019 lb Cant: Defl:..(Uve/Tot1 WA...................................................wA..............................wA............ Net Reaction 1,019 lb 1,019 lb Req'd El.Not Incl.Self Wt.::3.299E+08 Actual El: 3.50E+08 Live Case Causing Min WA WA Approx.Self Weight:;WA Approx.Tot.Wt.: WA Min.Called Bearing Lengths:i = 2.32 in Left = 2.32 in M ht ProBeam v4_03 WC.xls 5 V- 2/16/2010 Pg. Column, Post, Stud Calculator C IS RUCTIONCAL.Tm C Assumptions: 1)Top and bottom connections are considered'pinned'(not Yxed'or , embedded). 2)Bearing area at top and bottom is not checked. 3) The column is assumed to be laterally supported at its top and bottom. 4)Loads include axial compression and/or uniform wind(bending). 5)Wet or extreme temperature use of the material is not www.constructioncalo.com considered. 6)Design based on 1997 National Design Specification for Wood Construction values and equations. Disclaimer.All users of this software shall comply with State Engineering Law,which specifies who may perform engineering,and defines the practice of engineering. Job Name t09021 P Member I.D. post at sun room Other Info 2/16/2010 General Information Column,Post,or Stud Length,ft. L= 9.00 ft Max.Live Deflection L/ 75 = 1.44 in A -!] .............................................. ....................._ IV Type Of Column,Post,or Stud Un or Post bw-d Cdumn : , v I Load Duration Factor rwo Months� ) .5 j Off-Center(Eccentric)Compression Loads or Add'I Bending Loads(other than wind)? Applied Gravity Loads Reduced Live Load. Live Load, Dead Load. Live sf Dead sf x Length,ft x Width ft. Ibs lbs. Ibs Roof Loads(without snow) 15 psf 0 lb 0 lb 0 lb Roof Snow(only) 13 psf 0 lb 0 lb Floor 3 Loads 0 lb 0 lb 0 lb Floor 2 Loads 0 lb 0 lb 0 lb Floor 1 Loads 0 lb 0 lb 0 lb Wall Dead Load 0 lb Other'psf load and trib.area. 0 lb 0 lb 0 lb Other point load:all Live,all Dead,or:some of each,Ibs.: Descrip'n,opt'I: from B and C 4,238 lb 2,748 Ib Total Live and Dead Loads: 4,238 lb 2,748 lb Combined Total Load: 6,986 lb Wind Load (Assumes external sheathing of plywood,metal,etc.is applied) Wind Applied To: Na—Face Tributary Width of Wind Load,ft. z Wind Pressure q= EE] 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material fienrFlr . Timber Material Hem-Fir Lumber Grade No.2 . Timber Grade V—A-No.2 12 x 12 I - (2)2x12 6x6 - - 8x8 - - 4x8 10x10 Glued Laminated Columns 1.8E Parallam PSL Columns Glulam Combo.15-or(VisuallyGraded) V 2.5 x 9 5.125 x 5.125 - 5-114"x 5-1/4" 3 x 6 6.75 x 7.5 3-1/2"x 5-114" 5-1/4"x 7" 3.125 x 6 8.75 x 9 3-1/2"x 7" 7"x 7" 5x6 Final Member: sawnwood Final Size: 6x6 This member makes it by: 28.3% Final Member Selected: 6 x 6, Hem- Controlling Factor: Combined Bending/Compressive Stresses Fir, WWPA- No. 2 Column Calculator.xls f71 -G l INW ConstructionCalc,Inc.Tim K. Garrison,P.E. CIsIS'RucTIaNCaL'c" ProBeam v4.03 Assumptions: Top and bottom must be laterally supported at 4-ft max.intervals. Full-depth blocking req'd at supports and cantilever end. Bending in strong axis only.No wane in Glulam laminations. *Dynamic loading not considered. Compliant with 2006 IBC,2003 IBC,and 1997 UBC. Disclaimer: All users of this software shall comply with State Engineering Law,which specifies who may perform engineering,and defines the practice of engineering. Job Name: Chandler's Square Addition Load and Span Diagram(Mot To scale.Pitch,it any,notstxnvn) Beaml.D.: Balconyjoist 100 Other Info.: 2/12/2010 50 Main Span,L= 10.00 ft 0 1 Main Span Max.Allowed Live Defl:L/ 360 =0.33In A J 2 4 6 8 12 14 16 16 Main Span Max.Allowed Total Defl:L/ 24 -50 0...................... =0.50 in Cantilever(Overhang)Exists? Yes ,1 -100-- Right Cantilever,CR= 6.50 ft -150 Span(I ft) Cantilever Max Allowed Live Defl:CR/ 600 i=0.13 in....................... 480 Cantilever Max Allowed Total Defl:CR/: =0.16 in Pitch if Sloped: 0.0:12 Load Duration Live:1.00 Loads From Continuous Member? No Add Self Wt.? Qi yes Q No For Wood and Press Treated? Wet Cond? Temp Cond. Loads Other Than Uniform Loads? No GluLams Only: Not press treated . Dry . 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live,psf Dead,pelf Width,ft Load,pif Load,plf. Load,plf. Floor Loads 60 psf 20 psf 1.00 ft 60.0 lb/ft 60.0 lb/ft 20.0 lb/ft Total Adjusted Uniform Loads wL= 60.0 lb/ft wD= 20.0 lb/ft Combined Total Uniform Load wu= 80.0 lb/ft Glued Laminated Members 2.0E Parallam PSL Glulam Grade 24F-V4(DF/DF) . 5-1/4"x 9-1/4" Acceptable Solutions 2-11/16"x 11-1/4" 7"x 9-1/4" 2.5"x 12" 5.125"x 10.5" List properties for3-1/2"x 11-1/4" Slf Wt= 15.3 List glu lam properties for 3"x 12" 6.75"x 9" what size? 3-1/2"x 14" Fb=2900 Fv=290 Fcp=750 E=2000000 what size glulam? 3.125"x 12" 8.75"x 9" I-Level TJI 5"x 16.5" . 5"x 10.5" Web 14"TJI/L65 Fb=2400 Fv=240 Fcp=650 E=1800000 Fbt=1850 Self Wt=20.56 Stiffeners? 16"TJI/L65 16"TJI 210 1.9E Microllam LVL No 16"TJI/L90 16"TJI 230 List properties for what 1-3/4" x 14" 1 (3)1-3/4" x 9-1/4" 14"TJI H90 14"TJI 360 size LVL? (2)1-3/4" x 11-1/4" 11-7/8"TJI 560 (2)1-3/4"x 11-7/8" Fb=2600 Fv=285 Fcp=750 E=1900000 Sif Wt=12.2 1.3E Timberstrand LSL An asterisk• 1.55E Timberstrand LSL List properties for what indicates a non- List properties fo 1-3/4" x 14" (3)1-314" x 11-114" size LSL? acceptable sol'n. what size? (2)1-3/4" x 11-1/4" 1Sd Wt= 6 3-1/2" x 5-1/2"• . Fb=1900 Fv=150 Fcp=435 E=1300000 Sif Wt=5.6 1-3/4" x 11-1/4" lwl Fb=2325 Fv=310 Fcp=800 E=1550000 Final Member Results Final Member Parallam 2.0E PSL . Final Member: 5-1/4"x 9-1/4", Bending Overdesign: 1260.6% Material Library Choose From Min.Sizes That Colt. Parallam 2.0E PSL Shear Overdesign: 1455.3% Final Size: 5-1/4"x 9-1/4" . Deflection Overdesign: 17.4% Min.Bearing Lengths:= 1.50 in.(Left) = 1.50 in.(Right) Use Conditions Selected: None. Bearing/Buckling Overdsgn: NIA Vert Diff(approx): 0.00 ft True Len(approx): Final member okay by: 17.4% Actual Member Size:5-1/4"x 9-1/4" 16.50 ft Bracing/Blocking Req'd For Stability Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Maximums R,-Left R,-Right Max.Positive Moment:479 ft-lb 4.50 ft Main Span ............................................................. ...........................:.................................................................................................................................... Live Load: 300 Ib 817 lb Max.Negative Moment::-2,011 ft-lb 10.00 ft On Cant. ............................................................................................................................................................................................................................. Dead Load: 102 1b 479 1b Max Design Shear..604 lb...............................................1_0.00_R...........................Both............ Total Load: 402 Ib 1,296 lb Main Span Max.Downward: 0.020"/0.024" 5.00'/4.80' Main/Main Live Case Causing Max Main Span Both Deflection(Live/Total)' ........................................................................................:.................................................................................................................................... Main Span Max.Upward Deflection. 0.020"/0.026" 5.80'/6.00' Cant./Cant. Minimums R-Le Left R,-Right (Live/Total); Cant Down.Defl.(Live!Tot):0.102"/0.149" 16.50'/16.50' Cant./Cant. Live Load: 127 Ib 300 Ib :......................_.................................0.................0................................ ................ .................................................... 0.6 or 1.0 Dead: 44 Ib 246 Ib Cant:U Defl;(Live Tot):Tot):0.;041"/0;030" 16.50'/16.50' Main/Main .............................................................................................. Net Reaction 145 Ib 422 Ib Req'd El,Not Incl.Self Wt :5.430E+08 Actual El: 6.90E+OS ProBeam v4_03 WC.xls ViY-C7-` ConstructionCalc,Inc.Tim K. Garrison,P.E. CAS S'RucTloNCaLc ProBeam v4.03 Assumotions: Top and bottom must be laterally supported at 4-ft max.intervals. Full-depth blocking req'd at supports and cantilever end. Bending in strong axis only.No wane in Glulam laminations. -Dynamic loading not considered.Compliant with 2006 IBC,2003 IBC,and 1997 UBC. Disclaimer: All users of this software shall comply with State Engineering Law,which specifies who may perform engineering,and defines the practice of engineering. Job Name: Chandlers Square Addition Load and Span Diagram(Not To scale.Pitch,it any,not shown) Beam I.D.: balcony beam 1,200 1,000 Other Info.: 2/12/2010 800 rz Main Span,L=I 10.00 ft 400 aoo Main Span Max.Allowed Live Defl:L/€ .......,_360 a=0.33 in 200 Main Span Max.Allowed Total Defl:L/ 240 =0.50 in 0 200 2 a 6 8 12 Cantilever(Overhang)Exists? No . -400 Pitch if Sloped: 0.0:12 -600 Span(ft) 00 Load Duration Uve:1.o0 Loads From Continuous Member? Yes Add Self Wt.? QQ yes Q No For Wood and Press Treated? Wet Cond? Temp Cond. Loads Other Than Uniform Loads? No GluLams Only: F6ry . 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads 60 psf 20 psf 11.50 ft 690.0 lb/ft 690.0 lb/ft 230.0 Ib/ft Total Adjusted Uniform Loads wL= 793.5 lb/ft wb= 264.5 lb/ft Combined Total Uniform Load WU= 1,058.0 lb/ft Glued Laminated Members 2.0E Parallam PSL Glulam Grade 24F-V4(DF/DF) . 5-114"x 9-114" Acceptable Solutions 2-11/16"x 11-1/4" 7"x 9-1/4" 2.5"x 13.5" 5.125"x 9" List properties fo 3-1/2"x 11-1/4" Sif Wt= 15.3 3"x 12" 6.75"x 9" what size? 3-1/2"x 1, Fb=2900 Fv=290 Fcp=750 E=2000000 List glu lam properties for what size glulam? 3.125"x 12" 8.75"x 9" I-Level.TJI j 5"x 16.5" V 5"x 9" Web - - Fb=2400 Fv=240 Fcp=650 E=1800000 Fbt=1850 Self Wt=20.56 Stiffeners? 1.9E Microllam LVL No List properties for what 1 (3)1-3/4" .9-1/4-7 ` size LVL? (2)1-3/4" x 11-1/4" (2)1-3/4" x 11-7/8" Fb=2600 Fv=285 Fcp=750 E=1900000 Slf Wt=12.2 1.3E Timberstrand LSL An asterisk* 1.55E Timberstrand LSL List properties for what - indicates anon- List properties for (3)1-3/4" x 9-1/2" size LSL? acceptable sol'n. what size? (2)1-3/4" x 11-1/4" Slf Wt= 6 3-1/2" x s-1/2^* I v Fb=1900 Fv=150 Fcp=435 E=1300000 Slf Wt=5.6 1-3/4" x 11-1/4" lwl Fb=2325 Fv=310 Fcp=800 E=1550000 Final Member Results Final Member Parallam PSL 2.0E . Final Member: 5-1/4"x 9-1/4", Bending Overdesign: 38.8% Material Library Choose From Min.Sizes That Cak. Parallam 2.0E PSL Shear Overdesign: 106.9% Final Size: s•1/a^x 9-1/a^ . Deflection Overdesign: 28.8% Min.Bearing Lengths:= 1.57 in.(Left) = 1.57 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Len(approx): Cont Mem Loading. Final member okay by: 28.8% Actual Member Size:5-1/4"x 9-1/4" 10.00 ft I Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Maximums R-Le Left R,-Right Max.Positive Moment:113,415 ft-lb 5.00 ft Main Span ................................................_9...........................-..._;....................................................................................................................... .......... Live Load: 3,968 lb 3,968 lb Max.Ne ative Moment:0 ft-lb 0.00 ft Main Span ...........................................................................-................................................................................................................................................ Dead Load: 1,398 lb 1,399 lb Max Design Shear. 4,539 lb 0.00 ft Main Span ........................................................................._............................................................................................................................................... Total Load: 5,366 lb 5,366 lb Main Span Max.Downwards Live Case Causing Max N/A N/A Deflection(Live/Total} 0.259"/0.350" 5.00'/5.00' Main/Main ........................................................................................i.................................................................................................................................... Main Span Max.Upward Deflection! 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R-Le Left R,-Right (Live/Total); ......................................................._............................._i.................................................................................................................................... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Tot):1N/A N/A N/A 0.6 or 1.0 Dead: 839 1b 839 1b _Cant:U 1 Defl:..(Live/Tot).N/A......................................................._N/A................................_N/A............. Net Reaction 7941b 794 Ib Req'd El,Not Incl.Self Wt.:15.356E+08 Actual El: 6.90E+08 Live Case Causing Min N/A N/A Approx.Self Weight: 15.20 plf Approx.Tot.Wt.: 152 lb Min.Calc'd Bearing Lengths:! = 1.57 in Left = 1.57 in(Right) ProBeam v4_03 WC.xis a O O C _. O O O ? ? p � '� c m g 01 2 m two x mom' m < cn ? o�►° c9° CL _ p, � p r3 m b ' p00' CA -00) mS� Acsy. � CL a o % N g iro Z m p G A = N m S? -+ �► (a ► .r ... 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W ;. m m _ CL N GA 0 p► ,may 1 m p � CCC �p m a_ CL m � to pw N j d 1 a m v ao c� cn mQ d �i maa) : � mm a) m � n r � p � m Q chi m GD c N ap I 3g� ymydm0) xc mx o. � < o o yr Q Cor- C °o n C 3 17 Z CL m `C � m y G c c°� to m cal N � a tD O V A Of N .'�► f m C CL —0 .� � O cr O O1 C �' C ca ID a r CD O ' M. o n = S. ca � n � v -a m g o. a cr go = x ani oni 0) n=i I b" o o m 09 o m g mn Gl Ol �G W >b v' fA N p (A fP mj m go w to 3 o� w W N W rr W N N tr �► (4pT A N W C!1 t71 -+ N p W N N -► -► 01 o � O � pp1l, x•tG Al A m, a o � 4 9a � m rri off' a o �rn c 0 oro 2Z ,b N a• 0 �. g ' �. 0 o o o m v°, �. cr o CHANDLER'S SQUARE INDEPENDENT LIVING DRAWING RECORD: IFC 01/16/10 CURRENT REVISION: 02/01/10 sheet description date revised date description by Al SITE PLAN IFC 1/15/10 A2 FOUNDATION PLAN IFC 1/15/10 A3 1ST FLR PLAN, 2ND FLR FRMG IFC 1/15/10 A3 2/l/10 apartment numbers A3 2/26/10 rooms 124 and 125, soil separation A4 2ND FLR PALN IFC 1/15/10 A4 2/l/10 apartment numbers A5 3RD FLR PLAN, 3RD FLR FRMG IFC 1/15/10 A5 2/l/10 apartment numbers A21 2/26/10 sun room addition A6 ROOF FRMG IFC 1/15/10 A7 ROOF PLAN IFC 1/15/10 A19 2/10/10 chimneys A8 BUILDING SECTIONS IFC 1/15/10 A9 STAIR SECTIONS IFC 1/15/10 A20 2/26/10 revised clock tower A10 EXT ELEVATIONS IFC 1/15/10 All EXT ELEVATIONS, WALL TYPE IFC 1/15/10 Al2 DOORS&WINDOWS IFC 1/15/10 Al2 2/l/10 apartment numbers A13 APARTMENT PLANS IFC 1/15/10 A14 APARTMENT PLANS IFC 1/15/10 A15 INT ELEVATIONS IFC 1/15/10 A16 WALL TYPES IFC 1/15/10 A17 DINING ROOM ADDITION IFC 1/15/10 A18 WALL TYPES IFC 1/15/10 S1 1ST FLR SHEARWALL IFC 1/15/10 S2 2ND FLR SHEARWAL IFC 1/15/10 S3 3RD FLR SHEARWALL IFC 1/15/10 M1 SPECS&SCHEDULES IFC 1/15/10 M2 MECH SCHEDULES IFC 1/15/10 M2 2/18/10 sheet M3 RISER DIAGRAM IFC 1/15/10 M3 2/18/10 sheet M4 1ST FLR PLUMBING IFC 1/15/10 M4 2/18/10 sheet M5 1ST FLR HVAC IFC 1/15/10 M5 2/18/10 sheet M6 2ND FLR PLUMBING IFC 1/15/10 M6 2/18/10 sheet M7 2ND FLR HVAC IFC 1/15/10 M7 2/18/10 sheet M8 3RD FLR PLUMBING IFC 1/15/10 M8 2/18/10 sheet M9 3RD FLR HVAC IFC 1/15/10 M9 2/18/10 sheet 1010 VENTING AT ROOF IFC 1/15/10 M10 2/18/10 sheet E1 SITE PLAN IFC 1/15/10 E2 1ST FLR POWER IFC 1/15/10 E3 1ST FLR LOW VOLTAGE IFC 1/15/10 E4 2ND FLR POWER IFC 1/15/10 E5 2ND FLR LOW VOLTAGE IFC 1/15/10 E6 3RD FLR POWER IFC 1/15/10 E7 3RD FLR LOW VOLTAGE IFC 1/15/10 E8 SCHEDULES IFC 1/15110 E9 SCHEDULES IFC 1/15/10 E10 CONNECTION & DINING IFC 1/15/10 C1 COVER SHEET IFC 1/15/10 C2 EROSION CONTROL PLAN IFC 1/15/10 C3 SURVEY IFC 1/15/10 C4 SITE&GRADING PLAN IFC 1/15/10 C5 UTILITY PLAN IFC 1/15/10 C6 SANITARY SEWER IFC 1/15/10 C7 NOTES IFC 1/15/10 C8 DETAILS IFC 1/15/10 I � 0 � � � 92 c o a 'cn 0 0) � � 00 I m0 3 , � 01 � oc� o o o . ° Aga„ 33 c � � a� � � m a9 G) O� c o a' a M R W at to th C7! w OD CT W W Q W O R Us A co .p N' CD m aj co �- O N 3 10 ° CL C z M 79 3 CD x c a ° m s �- © © � ggm "a < n7K vfn xn rw � < age cr N co02 m v c v, � � x tea �' S cUS � t° m � `- m -i g � � � Q m m � 3 - a�cr 03 4 3 -., � o � � a Qo �pj 0� f7o Sp �L N t7i N N W tr UP 01 W N m m G��D co �+ co N N N N ,+ � W d A -+ N Wrr W � -► N -► A ..a ..► 3 `C N I r. 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C 3 g m a� o < ro CD K oat to c C 3 _ Qj �• m s 1 =r m ? ro m c�' ro ro Is m go c 40 ni m 0 m -v m � a 0= Os W N W W IV N � � � � W W �D •A' 00 � O W W to m = a, o co °1 CL Q A m � 3 a. o ¢ 3 D v '� m .o w am ro c a 3 A ro m E � 3 0_ J 0 = = 0 0) CE 2CL� �� E 00 a. � � � � ƒk / $ a kW 2 § $ a 2 § - CD ] § o « 2 a _ _¢ d _E 2 g ® $ $ g & $ m $ § CD 7 E § E � t ¢ 0 Cr 0 Q o E � a) m N p 2 w m J ■ A # ( i .E CHANDLER'S SQUARE INDEPENDENT LIVING DRAWING RECORD: IFC 01/15/10 CURRENT REVISION: 03/25/10 sheet description date revised date description by Al SITE PLAN IFC 1/15/10 A2 FOUNDATION PLAN IFC 1/15/10 A3 1ST FLR PLAN, 2ND FLR FRMG IFC 1/15/10 A3 2/1/10 apartment numbers A3 2/26/10 rooms 124 and 125, soil separatio A4 2ND FLR PALN IFC 1/15/10 A4 2/1/10 apartment numbers A5 3RD FLR PLAN, 3RD FLR FRMG IFC 1/15/10 A5 2/1/10 apartment numbers A21 2/26/10 sun room addition A6 ROOF FRMG IFC 1115/10 A7 ROOF PLAN IFC 1/15/10 A19 2/10/10 chimneys A8 BUILDING SECTIONS IFC 1/15/10 A9 STAIR SECTIONS IFC 1/15/10 A20 2/26/10 revised clock tower A10 EXT ELEVATIONS IFC 1/15/10 All EXT ELEVATIONS, WALL TYPE IFC 1/15/10 A22 3/18/10 rain screen exterior details Al2 DOORS &WINDOWS IFC 1/15/10 Al2 1 2/1/10 japartment numbers Al2 3/15/10 10, 17, 19, 59, 187,188,189,190 A13 APARTMENT PLANS IFC 1/15/10 A14 APARTMENT PLANS IFC 1/15/10 A15 INT ELEVATIONS IFC 1/15/10 A16 WALL TYPES IFC 1/15/10 A17 DINING ROOM ADDITION IFC 1115/10 A18 WALL TYPES IFC 1/15/10 S1 18T FLR SHEARWALL IFC 1/15/10 S2 2ND FLR SHEARWAL IFC 1/15/10 S3 3RD FLR SHEARWALL IFC 1/15/10 M1 SPECS &SCHEDULES IFC 1/15/10 M2 MECH SCHEDULES IFC 1/15/10 M2 2/18/10 sheet M3 RISER DIAGRAM IFC 1/15/10 M3 2/18/10 sheet M4 1ST FLR PLUMBING IFC 1/15/10 M4 2/18/10 sheet M5 1ST FLR HVAC IFC 1/15/10 M5 2/18/10 sheet M6 2ND FLR PLUMBING IFC 1/15/10 M6 2/18/10 sheet 147 2ND FLR HVAC IFC 1/15/10 M7 2/18/10 sheet M8 3RD FLR PLUMBING IFC 1/15/10 M8 2/18/10 sheet M9 3RD FLR HVAC IFC 1/15/10 M9 2/18/10 sheet M10 VENTING AT ROOF IFC 1/15/10 M10 2/18/10 sheet E1 SITE PLAN IFC 1/15/10 E2 1ST FLR POWER IFC 1/15/10 E3 1ST FLR LOW VOLTAGE IFC 1/16/10 E4 2ND FLR POWER IFC 1/15/10 E5 2ND FLR LOW VOLTAGE IFC 1/15/10 E6 3RD FLR POWER IFC 1/15/10 E7 3RD FLR LOW VOLTAGE IFC 1/15/10 E8 SCHEDULES IFC 1/15/10 E9 SCHEDULES IFC 1/15/10 E10 CONNECTION & DINING IFC 1/15/10 Cl COVER SHEET IFC 1/15/10 C2 EROSION CONTROL PLAN IFC 1/15/10 C3 SURVEY IFC 1/15/10 C4 SITE&GRADING PLAN IFC 1/15/10 C5 UTILITY PLAN IFC 1/15/10 C6 SANITARY SEWER IFC 1/15/10 C7 NOTES IFC 1/15/10 C8 DETAILS IFC 1/15/10 4097DTS 3/25/10 12th street curb L1 DINING ROOM LANDSCAPE 03/25/10 L2 INDPNDNT LIVING LANDSCAPE 03/25/10 PLANT LIST 03/25/10