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HomeMy WebLinkAboutMiscellaneous Plans 2004-8-9 CITY OF SPRINGFIELD Development Services Department Building Safety Division Residential Plan Review JOB ADDRESS: 710 McKenzie Crest CITYJOB#:C200401027 OWNER: Cbase Rodney PHONE: CONTRACTOR: Owner PHONE: Items listed below (if any) and those marked in red directly on the approved permit documents are incorporated into this project in addition to any requirements appearing on the construction plans and the City standard document entitled "Single Family and Duplex Construction Most Commonly Missed Items". A corresponding number is marked on your plans for any items listed below where applicable. All references are to the 2000 Oregon State One and Two Family Dwelling Specialty Code, (1998 International One and Two Family Dwelling Code as amended by the State of Oregon unless noted otherwise. A copy of this code may be obtained from the Building Tech Bookstore, Inc., 8020 S.W. Cirrus Dr. Beaverton, Oregon 974008-5986 Your signature on the Building Permit is an agreement that all items will be installed or corrected, and that all work on this project will comply with applicable codes. ISSUANCE OR GRANTING OF A PERMIT OR APPROVAL OF PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT BE CONSTRUED TO BE A PERMIT FOR, OR APPROVAL OF, ANY VIOLATION OF ANY OF THE BUILDING SAFETY CODES OR OF ANY OTHER ORDINANCE OF THE CITY OF SPRINGFIELD. PLANS REVIEWED BY: _Bob Barnbart_PHONE:_726-4652 NO PLAN REVIEW COMMENTS STRUCTURAL CALCULATIONS Residence for Kathy Chase Lot #95 in the River Glen Sub-division Springfield, Oregon Prepared for Dan Hall Horne Construction 2828 Barbados Drive . Eugene, Oregon 97408 August 9,2004 Artisan Project No. 04196.05 . ARTISAN ENGINEERING, LLC 325 West 13'" Avenue Eugene, Oregon 97401-3402 Phone: 541-338-9488 Fax: 541-338-9483 wNw .artisanengineering.com , ARTISAN ENGINEERING, LLC 325 West 13'" Avenue Eugene, Oregon 97401-3402 Phone: 541-338-9488 Fax: 541-338-9483 www.artisanengineering.com August 9, 2004 Dan Hall Dan Hall Home Construction 2828 Barbados Drive Eugene, Oregon 97408 Re: Structural Design of Single-Family Chase Residence at Lot #95 of the River Glen Subdivision in Springfield, Oregon Dear Dan: Artisan Engineering has completed a structural review the drawings prepared by Pat Greenwell Drafting and Design for the two-story single-family residence to be built at Lot #95 of the River Glen Subdivision in Springfield, Oregon. The structure has an attached two-car garage with shop and bonus room above at the left rear side with a breezeway between the main structure and garage. The review is limited to checking the sizes of the floor joists, headers and roof support beams, and to check the footing sizes. We understand that the roof trusses will be designed by an Engineer licensed in the State of Oregon and that the roofing will a cement tile type of material. We checked the truss layout by Moshofsky Truss to include any large girder truss loading on the walls and footings. We analyzed critical elements utilizing the provisions set forth in the current UnifoID1 Building Code, 1997 UBC (with OSSC amendments). Floor live loads of 40 psfand roof snow loads of 25 psfwere used for beam, header, joist, and footing design. The floor of the structure is framed with T JI floor joists or an optional 2x12 Doug Fir at 16-inches. A soil bearing value of 1000 psf was used to check bearing pressures for the point loads and wall footings. Refer to the attached calculations. We have also designed the stiear walls around the perimeter of the house and garage based on a lateral analysis of wind at 80 mph t Exposure B. Wind controlled the lateral design due to the height of the roof and walls.. We have marked-up your drawings with the necessary structural elements, connections, and fasteners determined by my calculations. Please ensure that these markups are transferred to the submittal set to ensure that the drawings agree with our calculations. Please call if you have any comments or questions. ~~';41DJ\} Timothy 'A. Wolden, P.E. Principal, Artisan Enginee~ng. lLC , <T-P::~, /. .~. '->'.-~, '. " .- "- h~;:-~:::::.:~~J:\\~{~l';.~~::.~:;~~. ('""'.' ."",.,--,' \.) 2;:'/ 'V .:..r..:;::::..:O \-s\ ( \ \ \ --.....'1 J) L:.~-,c: /.~>_:.:qr" I!"\ .".~;:. /;;.. 'r -,. -, ' / / / fit !;/b~~;~'....~";~~ ~ D' J 'I: { \1.}'.' ...."/ , ARTISAN ENGINEERING, I.I.C 325 W. 13th Avenue Eugene, Oregon 97401 -3402 Tel (541) 338-9488 . 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IF' n.c. 19.2'" D.t. 2"- D.C. 12'"a.t. 16"' o.c. 19: d... 2" O.t. 110 'S..S' W.q 14"-2- 13'-r 1S.'0' 1S'-{" 13'-'" 12'-5' e 9W' ZlO IT.T 15.-9- 14'-10- 13'-10- IT.T 1S.-!!" 14'.10- 13'-8' 23lI ,T-S' I <;:4.. 1S'-3- 14'-r IT-S' lS~ 15'-3- ,"-r 110 19'~' /17'-1"-;- 1S'-10- 15'-5"111 19'-6' ~ 15'-8' '4'.Q"111 G ZlO 20'-6" ~~ 17'-8- 1S'-S- 20'-f" ~/ 17'-T 15'-5'111 23lI 21'.{T 19'-r lS'-1- 1S'-10- 21'.{T _ .-r 1S'-1- IS'-3'"' 360 :>2'-11' ~l)'_11O 19'-8- 1S'-<I' 22'.11' 20'-'" 19'-S' 17'.10'11) S6D 2S.-'- 23'-8' 22'-<1' 20'09' 26.-1' 23'-6" 22'-<1' 20'.g"'" 110 22'-r 20'.~0 1S'o9' 16'-9"(1) 21'.g" IS'-!!" 17'-1'11 "'-7"1" ZlO 23'-3' 21'-3' 20'-!l- '8'-40(11 23'-T 20'-1' lS'-!rl" 1S'-2"l" 14" 23lI '.3"-10" ,1'-[1" 2n'-6" 19'-1' 23'-10' 21'-6" 19'.g" 17'.1"111 360 2S'-!l- 23'-8" 22'-<1- 20'-9"'111 2S'.{T 23'-8" 22'-4'11) 17'.10"(1) S6D 29'-6" 26'-10- 25'-<1' 23'-6" %9'1" S-I/I" 25'-4"'l'l 20'-11~11 ZlO 25'-!!" 23'';;- 22'.{T111 19'.5-(1} 25'-5- 22'-<r!ll 20'-1"(11 16'.2"1'1 16" 23lI 2S'-S" 24'-1' 22'.g" 20'-Ttl' SJ.i" 23'-r 21 '-2"1" 17'.1"(11 3&D 2S'-[I" :S'-T 24'-8"<11 21'-50(1) zg-..go 26'_:i!'1 22'-<1"11' 17'.1()'11' S6D 32'-8" 29'-8" 2S'.q 25'_T(1) :rz-.,- zg-.,- 2S'-3"l" 20'-11"11' l/u:o )015: . T)~ ;015: 5oeclt.~,.s Gurae 2025 . Jarwan 200-: Nnt 611 "tUU~ .re n.1161J1e in 'II nuruts". {;(JtJUCf ,our TIUS Jaut rtpm.tJr.'i~ tar inta~lIan. j , -li"I' L- "". .. ---r .- I , 9'/:" ~/f' 1r'it" 1.0::." ..~ TJI~ 110 joists r2\1e" I 9i;" 1flt" 14" 16" -----1 TJI~ 210 joists ,l L- i~/f' I ~/:' L1 12'M "I"" I I 9"''' 1r:'t~" 14' 16" ..-----1 ~/:'- TJI~ 230 joists Ll j:/f" I r2~/Ic" 1 1r'/e" 14" 16" I TJI@l360 joists Ll r 3\;" 'r- 1 7/16"-:- i ' ,,7/~" 14" 16". I .. TJi@l560 joists L/360 Uve Load Deflection (Minimum Criteria per Code) Daptll Ton- CD p!;F 1-",,: I,nart '10 PSF Daad Lold CD PSF L.ha Load 12!J PSF Dad Lead ,r a.c. 16"' D.C. 19: d... 2C- D.C. 12'" 0.<. 16" 0... 19: 0... 2" D.C. 110 1S'-r 1S'-T IS'-T 13'-8" 17'-8" 1S'.T 13'-11' 12'-5' 9W' ZlO 19'-1' 11'-5' 16'';;- 15'.q 19'-1' 1S'-!!" 1S'-<I' 13'-6" 23lI 19'-T 11'-11' 16'-11' 15'-9" 19'-1' 17'-8" 16'-1' 14'-5' 110 21'.1' 18'-'" 17'-T lS'-S~" 19'-11' 17'-T 15'-8" 14'.Q"(1I ZlO 22'.S' 20'-8" 18'-11' 16'-10- 21'-10- 1S'-11' 17"3" 15'-5'(11 11'N' 23lI 23'-T 21'-3' 19'-11' 11'-9" 23-,([" 19'-11' 1S'-r 1S'-3"l'1 360 25'-<1' 23'-r 21'-10- 20'-<1"11' 25--4" 23--r ZJ'.JtI"ffJ 17'-10"(1) S6D 26'-10' 2S.-3"' 24'-9" 23'.q Z1/'.10" SoT U'.{f" 20'.11") 110 23'-!!" 20'-6" 1S'.g" 1S'.g-!1) 21'-8- 1S'.g" 17'-1"t11 14'-Tl11 ZlO 25'-8' 22'-6" 20'-1' 18'-<1"11) 23'.g" 20'-1' lS'.!rl1l lS'-r{l) 0 14" 230 26'-<1' 23'-!r 21'.S- 19'-<I'{" 25-,([" 21'-8" 19'-!!" 17'-1"11' , 360 2S'-9- 2S'-3' 24'-!rl'1 21'.SO{1\ zg-..go S'-Tr') 22'-4"(11 17'-10-{l' 5S0 3~'-S' 29'-9' 2S'-!l- 2s'-r"1 32-"- zg-..go S-Tr'l 20'-11.(1) 210 21'-10- 24'-1' 22'.q~, 19'-S'{l' 25'-S- 22'.{T11' 20'-1'{11 16'-20(1) 16" 230 29'-2' 25'-S' 23'-r 20'-n1) S'..go 23'-2" 21'-r~1 17'_1O(1) 3S0 31'-10- 29'.q 2S'-100{11 21'_::0{1} 31'-1/1" S'-III""I 22'-<1"11) 17'-10'11) 5S0 36'.1- 32'-11' 31'-!l'\') 25'-2'(1) 36'.1" 31'-6"1"1 2S'-3"l1I 20'-1"'" Long term deflection under (J!ao load. which inCludes the effect of creep, flas not been considered, hid If2Jlc spans reJItd iflifiil duo 100d ~jtCtion exueoinQ 0.33". (1) Web stiffeners are required at intermtdiate supporrs of continuous span joists wtJen the intermediltt btmngltngtfl is Ius lflan 5W' lfJd the span on eittler $itJe-of me m~ec1iale bearing is greater rtwl tile toUawing s~ns: TJI" 110 210 230 360 5S0 CD PSF Live Load '10 PSF O,"d Load lZ" 0... 16" 0... 19.2'" 0... 24" 0... NA NA NA 1S'-<I' NA N.A. 21'-<1- IT.q NA N.A. NA 19'-2' N.A. N.A. 24'-S' 19'';;- N.A. N.A. 29'-10- 23'-10' CD PSF L1Ye Load /2!J PSF Dead Load 1Z" d... 16" d... 19: 0... 24" 0.., NA NA 1S'.{T 12'-!!" NA 21'-<1' 17'.g" 14'-r NA NA 19'-'" 15'.11' NA 24'-5' 20'-<1' lS'-T NA 29'-10- 24'-10" 19'.10- How to Use These Tables 1. Oetermine the appropriate live load deflection criteria, 2. Identify the live and dead load cond~ion. 3. Select on-center spacing. 4. Scan down the column until you meet or exceed the span of your application. 5. Select TJI" joist and depth. General Notes Tables are based on: - Unilorm loads. - More restrictive of simple or continuous span. _ Clear distance between supports (IW minimum ,end bearing). Assumed compos~e action with a single layer of 24' on-center span-rated, glue-nailed floor panelS tor dellection only. Spans shall be redu..d 6" when A . . floor panels ar:e nailed only. V Spans generated from Trus Joist software may exceed the spans shown in these tables because software reflects actual design conditions. For loading conditions nat shown. reter to software or to load tables on page 15. Uve load del/ectiDn is nDllhe only /actor Ih.' oftects how. Iloor will perform. To more accurately predict floor petfonnBnce, use our TJ-Pro- RBI/ng syslem. ARTISAN ENGINEERING, I.I.C 325 w. 13th Avenue Eugene. Oregon 97401-3402 Tel (541) 338-9488 . Fax (541) 338-9483 www.artisanengineering.cam Lab No.: 4-t % .,,~ Page: 5' at (, lay: lAW Date: 'J If, (po..! 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L. _='~.. ,____, :.. _...___._~__ ...~,_;ftJ;':~~I;~~~;V~~~...;::~..~=':~ l~. . ..;.r.t.:...J> \ . -"" "v/ Multi-Span Roof Beam[ 2000 International Residential Code (97 NDS) 1 Ver: 5.06 Bv: Pat Greenwell, Drafting & Design on: 08-16-2004 : 1 :30:00 PM Proiect CHASE - Location: Dining Window header 'A' Summary: 3.5 IN x 7.25 IN x 4.0 FT (2 + 2) 1#2- DouQlas Fir-Larch - Dry Use Section AdeQuate By: 34.6% Controlling Factor: Area I Depth Required 5.39 In Left Span Deflections: Dead Load: Live Load: Total Load: Center span Deflections: Dead Load: Live Load: Total Load: Left End Reactions (Support A): Live Load: Dead Load: Total Load: BearinQ LenQth ReQuired (Beam only. Support capacity not checked): Center span Left End Reactions (Support B): Live Load: Dead Load: Total Load: BearinQ LenQth ReQuired (Beam onlv, Support capacity not checked): Center span RiQht End Reactions (Support C): Live Load: Dead Load: Total Load: BearinQ LenQth ReQuired (Beam only, Support capacity not checked): Dead Load Uplift F.S.: Beam Data: Left Span Lenqth: Left Span Unbraced Lenqth-Top of Beam: Left Span Unbraced Length-Bottom of Beam: Center span LenQth: Center span Untiraced LenQth- Top of Beam: Center span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Pitch Of Roof: Live Load Oeflect. Criteria: Total Load Deflect. Criteria: Left Span Loading: Uniform Load: Roof Live Load: Roof Dead Load: Roof Tributary Width Side One: Roof Tributary Width Side Two: Beam Self Weight Wall Load: Total Live Load: Total Dead Load (Adjusted for Roof Pitch): Total Load: Center span Loading: Uniform Load: Roof Live Load: Roof Dead Load: Roof Tributary Width Side One: Roof Tributary Width Side Two: Beam Self Weight Wall Load: Total Live Load: Total Oead Load (Adjusted for Roof Pitch): Total Load: Point Load Live Load: Dead Load: Location (From left end of span): Properties Fo~ #2- Douqlas Fir-Larch Bendinq Stress: Shear Stress: Modulus of Elasticitv: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 Cf=1.30 Fv': ., ,. ~i" ..- . i ~ "1 Adjustment Factors: Cd=1.15 DLD-Left= LLD-Left= TLD-Left= DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL -Rxn-B= TL-Rxn-B= BL-B= LL-Rxn-C= DL-Rxn-C= TL-Rxn-C= BL-C= FS= L1= Lu1-Top= Lu1-Bottom= L2= Lu2-Top= Lu2-Bottom= Cd= RP= U U RLL-1= RDL-1= Trib-1-1= Trib-2-1= BSW= Wall-1= wL-1= wD-1= wT-1= RLL-2= RDL-2= Trib-1-2= Trib-2-2= BSW= Wall-2= wL-2= wD-2= wT-2= PL-2= PD-2= X-2= Fb= Fv= E= FCJlerp= Fb'= Fv'= o 0.00' IN 0.00 IN = U26369 0.00 IN = U26341 0.00 IN 0.00 IN = U19608 0.00 IN = U10612 560 LB 186 LB 746 LB 0.34 IN 1521 LB 1137 LB 2658 LB 1.21 IN 426 LB 391 LB 817 LB 0.37 IN 1.5 2.0 FT 0.0 FT 2.0 FT 2.0 FT 0.0 FT 2.0 FT 1.15 0 : 12 240 240 40.0 PSF 20.0 PSF 14.0 FT 2.0 FT 6 PLF 0 PLF 640 PLF 320 PLF 966 PLF 40.0 20.0 0.0 0.0 6 o o o 6 1049 1049 1.0 PSF PSF FT FT PLF PLF PLF PLF PLF LB LB FT PSI PSI PSI PSI PSI PSI 900 95 1600000 625 1345 109 > ' ; J .. PaQe: 2 Multi-Span Roof Beam[ 2000 International Residential Code (97 NOS) 1 Ver: 5.06 Bv: Pat Greenwell, Drafting & Design on: 08-16-2004: 1:30:00 PM Proiect: CHASE - Location: Dining Window header 'A' Design ReQuirements: ControllinQ Moment: M= 814 1.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 ControllinQ Shear: . V= 1373 At left support of span 2 (Center Span) Critical shear created bv combining all dead loads and live loads on span(s) 1, 2 Comparisons With Required Sections: Section Modulus (Moment): SreQ= 7.26 S= 30.66 Area (Shear): AreQ= 18.86 A= 25.38 Moment of Inertia (Deflection): IreQ= 2.51 1= 111.15 ". ([) CPNTIP- FT-LB LB IN3 IN3 IN2 IN2 IN4 IN4 Multi-Loaded Beam[ 2000 International Residential Code (97 NDS) 1 Ver: 5.06 Bv: Pat Greenwell. Drafting & Design on: 08-16-2004: 1:34:18 PM Proiect: CHASE - Location: Playroom Window header 'B' Summary: ( 2) 1.75 IN x 7.25 IN x 6.0 FT /1.9E Microllam - Trus Joist-MacMillan Section Adequate Bv: 33.3% ControllinQ Factor. Section Modulus / Depth Required 6.28 In . Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Lefl End Reactions (Support A): Live Load: Dead Load: Total Load: BearinQ LenQth Required (Beam only, Support capacity not checked): Center Span RiQht End Reactions (Support B): Live Load: Dead Load: T oial Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Center Span LenQth: Center Span Un braced LenQth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor. Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Lefl Live Load: Lefl Dead Load: RiQht Live Load: RiQht Dead Load: Load Start: Load End: Load LenQth: Properties For. 1.9E Microllam- T rus Joist-MacMillan BendinQ Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 Cf=1.07 Fv': , . i DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL -Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= l2= Lu2-Top= Lu2-Bottom= Cd= U U wL-2= wD-2= BSW= wT-2= TRL-Lefl-1-2= TRD-Lefl-1-2= TRL-RiQht-1-2= TRD-Right-1-2= A-1-2= 8-1-2= C-1-2= Fb= Fv= E= FCJlerp= Fb'= Fv'= Adiustment Factors: Cd=1.15 Design ReQuirements: ControllinQ Moment: 3.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 ControllinQ Shear. At riQht support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): M= SreQ= S= AreQ= A= IreQ= 1= @) 0.09 IN 0.09 IN = U769 0.19 IN = U382 2034 LB 2058 LB 4092 LB 1.56 IN 2034 LB 2058 LB 4092 LB 1.56 IN 6.0 FT 0.0 FT 6.0 FT 1.15 360 240 2600 285 1900000 750 3202 328 o o 8 8 678 678 678 678 0.0 6.0 6.0 PLF PLF PLF PLF PLF PLF PLF PLF FT FT FT PSI PSI PSI PSI PSI PSI 6138 FT-LB 4092 LB 23.00 IN3 30.66 IN3 18.73 IN2 25.38 IN2 69.76 IN4 111.15 IN4 V= Combination Roof and Floor Beamf 2000 Intemational Residential Code (97 NOS) ] Ver: 5.06 By: 'Pat Greenwell, Drafting & Design on: 08-16-2004 : 1 :44:54 PM Proiect: CHASE - Location: Dining Ceiling Girder 'c' Summary: 5.1251N x 21.0 IN x 18.0 FT /24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 13.2% Controlling Factor. Area / Depth Required 18.55 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearinq Lenqth Required (Beam only, Support capacity not checked): Camber Reqd.: Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Camber Adjustment Factor: Roof Loadinq: Roof Live Load-Side One: Roof Dead Load-Side One: Roof Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Roof Tributary Width-Side Two: Roof Duration Factor. Floor LoadinQ: Floor Live Load-Side One: Floor Dead Load-Side One: Floor Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Floor Tributary Width-Side Two: Floor Duration Factor. Wall Load: Beam Loads: Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Live Load: Floor Uniform Dead Load: Beam Seif WeiQht: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: ControllinQ Total DesiQn Load: Properties For. 24F-V4- Visually Graded Western Species BendinQ Stress: Shear Stress: Modulus of Elasticity: . ' DLD= LLD= TLD= . LL -Rxn= DL-Rxn= TL -Rxn= BL= C= L= Lu= U U CAF= RLL1= RDL1= RTW1= RLl2= RDl2= RTW2= Cd-roof= FLL1= FDL1 = FlW1= FLl2= FDl2= FlW2= Cd-floor- WALL= wL -roof= wD-roof= wL -floor- wD-floor- BSW= wL= wD= wT= wT -cant= Stress Perpendicular to Grain: BendinQ Stress of Camp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 Cv=O.96 Fb= Fv= Ex= Ey= Fc perp= Fb_cpr- Fb'= Fv': Fv'= Adiustment Factors: Cd=1.15 Design ReQuirements: ControllinQ Moment: 9.0 ft from lefl support Critical moment created by combining all dead and live loads. ControllinQ Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Sreq= S= AreQ= A= IreQ= 1= 0.19 0.33 0.51 8820 5029 13849 4.16 0.28 18.0 0.0 360 240 1.5 40.0 20.0 1.5 40.0 20.0 14.0 1.15 40.0 15.0 8.5 40.0 15.0 0.5 1.00 25 620 373 360 135 26 980 508 1539 1539 2400 190 1800000 1600000 650 1200 2650 M= @ IN IN = U664 IN = U423 LB LB LB IN IN FT FT XDLD PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI PSI 219 PSI 62319 FT-LB V= 13849 LB 282.16 IN3 376.69 IN3 95.07 IN2 107.63 IN2 2243.11 IN4 3955.22 IN4 Multi-Loaded Beamf 2000 International Residential Code (97 NDS) 1 Ver: 5.06 Bv: Pat Greenwell, Drafting & Design on: 08-16-2004: 2:10:33 PM Proiect: CHASE - Location: Floor Girder above Kithcen 'D' Summary: 1.75 IN x 11.875 IN x 3.67 FT f1.9E Microllam - Trus Joist-MacMillan Section Adequate By: 101.0% Controlling Factor. Area f Depth Required 5.91 In Center Span Deflections: Dead Load: DLD-Center= Live Load: LLD-Center= Total Load: TLD-Center= Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= BearinQ LenQth Required (Beam on IV. Support capacity not checked): BL-A= Center Span RiQht End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, Support capacity not checked): BL-B= Beam Data: Center Span LenQth: l2= Center Span Unbraced LenQth-Top of Beam: Lu2-Top= Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Duration Factor. Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: wL-2= 0 Dead Load: wD-2= 0 Beam Self Weight: BSW= 6 Total Load: wT-2= 6 Point Load 1 Live Load: PL 1-2= 889 Dead Load: PD1-2= 281 Location (From left end of span): X1-2= 0.5 Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 500 Left Dead Load: TRD-Left-1-2= 188 RiQht Live Load: TRL-RiQht-1-2= 500 RiQhl Dead Load: TRD-Right-1-2= 188 Load Slart: A-1-2= 0.5 Load End: B-1-2= 3.67 Load Lenoth: C-1-2= 3.17 Properties For. 1.9E Microllam- Trus Joist-MacMillan BendinQ Stress: Fb= 2600 Shear Stress: Fv= 285 Modulus of Elasticity: E= 1900000 Stress Perpendicular to Grain: FCJlerp= 750 Adjusted Properties Fb' (Tension): Fb'= 2604 Adjustment Factors: Cd=1.00 Cf=1.00 Fv: Fv= 285 Adiustment Factors: Cd=1.00 Design Requirements: ControllinQ Moment: M= 1.651 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 ControllinQ Shear: v= At left support of span 2 (Center Span) Critical shear created bv combining all dead loads and live loads on span(s) 2 Comparisons Wllh Required Sections: Section Modulus (Moment): SreQ= S= Area (Shear): AreQ= A= Moment of Inertia (Deflection): IreQ= 1= 1" . . @> 0.00 IN 0.01 IN = U7910 0.01 IN = U5767 1452 LB 512 LB 1964 LB 1.50 IN 1022 LB 389 LB 1410 LB 1.07 IN 3.67 FT 0.0 FT 3.67 FT 1.00 360 240 PLF PLF PLF PLF LB LB FT PLF PLF PLF PLF FT FT FT PSI PSI PSI PSI PSI PSI 1432 FT-LB 1964 LB 6.60 IN3 41.13 IN3 10.34 IN2 20.78 IN2 11.11 IN4 244.21 IN4 Mulli-Span Floor Beamf 2000 International Residential Code (97 NDS) 1 Ver: 5.06 Bv: Pat Greenwell, Drafting & Design on: 08-16-2004: 1:41:12 PM Proiect: CHASE - Location: Balcony Rim Beam 'E' Summary: 1.75 IN x 11.875 IN x 21.0 FT (12 + 9) /1.9E Microllam - Trus Joist-MacMillan Section Adequate By: 76.7% Controlling Factor: Section Modulus / Depth Required 8.93 In Left Span Deflections: Dead Load: DLD-Left= Live Load: LLD-Left= Total Load: TLD-Left" Center span Deflections: Dead Load: DLD-Center- Live Load: LLD-Center- Total Load: TLD-Center- Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearinq Lenqth Required (Beam only, Support capacity not checked): BL-A= Center span Left End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearinq Lenqth Required (Beam onlv. Support capacity not checked): BL-B= Center span Riqht End Reactions (Support C): Live Load: LL-Rxn-C= Dead Load: DL-Rxn-C= Total Load: TL-Rxn-C= BearinQ Lenqlh Required (Beam only. Support capacity not checked): BL-C= Dead Load Uplift F.S.: FS= Beam Data: Left Span Lenqth: L 1= Left Span Unbraced Lenqth-Top of Beam: Lu1-Top= Left Span Unbraced Length-Bottom of Beam: Lu1-Bottom= Center span Lenc:rth: L2= Center span Untiraced Lenqth-Top of Beam: Lu2-Top= Center span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Left Span Loadin9: Uniform Load: Floor Live Load: FLL-1= Floor Dead Load: FDL-1 = Floor Tributary Width Side One: Trib-1-1= Floor Tributary Width Side Two: Trib-2-1= Beam Self Weight: BSW= Wall Load: Wall-1= Total Live Load: wL-1= Total Dead Load: wD-1= Total Load: wT-1= Center span Loading: Uniform Load: Floor Live Load: FLL-2= 40.0 Floor Dead Load: FDL-2= 15.0 Floor Tributary Width Side One: Trib-1-2= 2.0 Floor Tributary Width Side Two: Trib-2-2= 0.0 Beam Se~ Weight: BSW= 6 Wall Load: Wall-2= 25 Total Live Load: wL-2= 80 Total Dead Load: wD-2= 55 Total Load: wT-2= 141 Properties For: 1.9E Microllam- Trus Joist-MacMillan Bendinq Stress: Fb= 2600 Shear Stress: Fv= 285 Modulus of Elasticitv: E= 1900000 Stress Perpendicular to Grain: Fcyerp= 750 Adjusted Properties Fb' (Compression Face in Tension): Fb'= 1067 Adjustment Factors: Cd=1.00 CI=0.41 Cf=1.00 Fv': Fv'= 285 Adiustment Factors: Cd=1.00 Design Requirements: Controllinq Moment: M= Over riqht support of span 1 (Left Span) Critical moment created by combining all dead loads and live loads on span(s) 1, 2 Controllinq Shear: V= At right support of span 1 (Left Span) . , . @ 0.03 IN 0.05 IN = U2709 0.09 IN = U1688 0.00 IN 0.02 IN = U5699 0.02 IN = U4911 411 LB 294 LB 705 LB 0.54 IN 1067 LB 821 LB 1888 LB 1.44 IN 321 LB 177 LB 498 LB 0.38 IN 1.5 12.0 FT 0.0 FT 12.0 FT 9.0 FT 0.0 FT 9.0 FT 360 240 40.0 PSF 15.0 PSF 2.0 FT 0.0 FT 6 PLF 25 PLF 80 PLF 55 PLF 141 PLF PSF PSF FT FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI -2069 FT-LB 1021 LB .. Paqe: 2 Multi-Span Floor Beamf 2000 International Residential Code (97 NOS) 1 Ver: 5.06 By: Pat Greenwell. Drafting & Design on: 08-16-2004: 1:41:12 PM Project: CHASE - Location: Balcony Rim Beam 'E' Critical shear created by combining all dead loads and live loads on span(s) 1. 2 Comparisons With Reouired Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Sreo= S= Areq= A= lreo= 1= 23.28 41.13 5.38 20.78 34.73 244.21 @ ~'t7. IN3 IN3 IN2 IN2 IN4 IN4 " @ , Multi-Loaded Beamf 2000 Intemational Residential Code (97 NDS) 1 Ver: 5.06 Bv: Pat Greenwell, Drafting & Design on: 08-16-2004 : 2:07:40 PM Proiect: CHASE - Location: Stairway Header 'F' Summary: 1.751N x 11.875 IN x 8.0 FT 1.1.9E Microllam - Trus Joist-MacMillan Section Adequate By: 59.1 % Controlling Factor. Area I Depth Required 8.05 In Center Span Deflections: Dead Load: DLD-Center- 0.02 IN Live Load: LLD-Center- 0.07 IN: U1310 Total Load: TLD-Center- 0.09 IN: U1027 Center Span Left End Reactions (Support A): Live Load: LL -Rxn-A: 2032 LB Dead Load: DL-Rxn-A: 451 LB Total Load: TL -Rxn-A: 2482 LB BearinQ LenQth Required (Beam onlv, Support capacity not checked): BL-A: 1.89 IN Center Span Riqht End Reactions (Support B): Live Load: LL -Rxn-B: 889 LB Dead Load: DL-Rxn-B: 281 LB Total Load: TL-Rxn-B= 1170 LB Bearing Length Required (Beam only, Support capacity not checked): BL-B= 0.89 IN Beam Data: Center Span LenQth: l2= 8.0 FT Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 8.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 6 PLF Total Load: wT-2= 6 PLF Point Load 1. Live Load: PL1-2= 321 LB Dead Load: PD1-2= 177 LB Location (From left end of span): X1-2= 3.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 40 PLF Left Dead Load: TRD-Left-1-2= 15 PLF RiQht Live Load: TRL-RiQht-1-2= 40 PLF Riqht Dead Load: TRD-Right-1-2= 15 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 8.0 FT Load Lenqth: C-1-2= 8.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 40 PLF Left Dead Load: TRD-Left-2-2= 15 PLF RiQht Live Load: TRL-RiQht-2-2= 40 PLF RiQht Dead Load: TRD-Right-2-2= 15 PLF Load Start: A-2-2= 3.5 FT Load End: 8-2-2= 8.0 FT Load Lenqth: C-2-2= 4.5 FT Trapezoidal Load 3 Left Live Load: TRL-Left-3-2= 600 PLF Left Dead Load: TRD-Left-3-2= 90 PLF RiQht Live Load: TRL-RiQht-3-2= 600 PLF Riqht Dead Load: TRD-Right-3-2= 90 PLF Load Start: A-3-2= 0.0 FT Load End: 8-3-2= 3.5 FT Load Lenqth: C-3-2= 3.5 FT Properties For: 1.9E Microllam- Trus Joist-MacMillan BendinQ Stress: Fb= 2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: FCJlerp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2604 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv': 285 PSI Adiustment Factors: Cd=1.00 Design ReQuirements: Controllinq Moment: M= 4100 FT-LB 3.28 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controllinq Shear. . . v= 2482 LB At left support of span 2 (Center Span) '.' PaQe:2 Multi-Loaded Beam! 2000 International Residential Code (97 NDS) 1 Ver: 5.06 By: Pat Greenwell, Drafting & Design on: 08-16-2004 : 2:07:40 PM Project: CHASE - Location: Stairway Header 'F Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Reouired Sections: Section Modulus (Moment): Sreq= 18.90 S= 41.13 Area (Shear): AreQ= 13.07 A= 20.78 Moment of Inertia (Deflection): Ireo= 67.13 1= 244.21 @ C""t--ITJ? . IN3 IN3 IN2 IN2 IN4 IN4 '. Multi-Loaded Beamf 2000 Intemational Residential Code (97 NOS) 1 Ver: 5.06 By: Pat Greenwell, Drafting & Design on: 08-16-2004: 2:04:25 PM Proiect: CHASE - Location: Master Hall Ceiling Girder '8' Summary: (2) 1.75 IN x 5.5 IN x 4.0 FT /1.9E Microllam - Trus Joist-MacMillan Section Adequate By: 188.1 % Controiling Factor: Area / Depth Required 3.13 In Center Span Deflections: Dead Load: OLD-Center- Live Load: LLD-Center- Total Load: TLD-Center- Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearinq Lenqth Required (Beam only, Support capacity not checked): BL-A= Center Span Riqht End Reactions (Support B): Live Load: LL -Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, Support capacity not checked): BL-B= Beam Data: Center Span Lenqth: l2= Center Span Unbraced Lenqth-Top of Beam: Lu2-Top= Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: wT-2= Point Load 1 Live Load: PL 1-2= Dead Load: PD1-2= Location (From left end of span): X1-2= Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= Left Oead Load: TRD-Left-1-2= Riqht Live Load: TRL-Riqht-1-2= Riqht Dead Load: TRD-Right-1-2= Load Start: A-1-2= Load End: B-1-2= Load Lenqth: C-1-2= Properties For: 1.9E Microllam- Trus Joist-MacMillan Bendinq Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc-perp= Adjusted Properties Fb' (fension): Fb'= Adjustment Factors: Cd=1.00 Cf=1.11 Fv': Fv'= Adiustment Factors: Cd=1.00 Design ReQuirements: Controilinq Moment: 2.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controilinq Shear: At riqht support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Sreq= S= Areq= A= Ireq= 1= @ M= 0.01 IN 0.02 IN = U2017 0.04 IN = U1303 420 LB 245 LB 665 LB 0.25 IN 860 LB 410 LB 1270 LB 0.48 IN 4.0 FT 0.0 FT 4.0 FT 1.00 360 240 0 PLF 0 PLF 6 PLF 6 PLF 400 LB 300 LB 2.0 FT 440 PLF 165 PLF 440 PLF 165 PLF 2.0 FT 4.0 FT 2.0 FT 2600 PSI 285 PSI 1900000 PSI 750 PSI 2891 PSI 285 PSI 1317 FT-LB 1270 LB 5.47 IN3 17.65 IN3 6.68 IN2 19.25 IN2 8.94 IN4 48,53 IN4 v= Combination Roof and Floor Beamf 2000 Intemational Residential Code (97 NDS) ] Ver: 5.06 By: Pat Greenwell, Drafting & Design on: 08-16-2004: 2:13:22 PM Proiect: CHASE - Location: Roof Girder 'H' Summary: (2) 1.75 IN x 11.875 IN x 15.0 FT /1.9E Microllam - Trus Joist-MacMillan Section Adeauate By: 83.2% Controllina Factor: Moment of Inertia / Depth Reauired 9:7 In . Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Oead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Oeflect. Criteria: Roof Loadina: Roof Live Load-Side One: Roof Dead Load-Side One: Roof Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Roof Tributary Width-Side Two: Roof Duration Factor. Floor Loadina: Floor Live Load-Side One: Floor Dead Load-Side One: Floor Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Floor Tributary Width-Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live load: Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weiaht: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controllina Total Desian Load: Properties For: 1.9E Microllam- Trus Joist-MacMillan Bendina Stress: Shear Stress: Modulus of Elasticity: Stress Pe'1lendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 Cf=1.00 Fv': DLD= LLD= TLD= LL -Rxn= DL -Rxn= TL-Rxn= BL= L= Lu= U U RLL1= RDL1= RTW1= RLl2= RDl2= RTW2= Cd-roof= FLL1 = FDL1= FTW1= FLl2= FDl2= FTW2= Cd-floor= WALL= wL -roof= wD-roof= wL-floor= wD-floor= BSW= wL= wD= wT= w T -cont= Fb= Fv= E= FC.Jlerp= Fb'= Fv'= Adiustment Factors: Cd=1.15 Design Requirements: Controllina Moment: 7.5 it from left support Critical moment created by combining all dead and live loads. Controllina Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Reauired Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Srea= S= Area= A= Irea= 1= 0.19 0.22 0.41 1350 1152 2502 0.95 15.0 0.0 360 240 40.0 20.0 2.0 40.0 20.0 1.0 1.15 40.0 15.0 1.0 40.0 15.0 0.5 1.00 40 2600 285 1900000 750 2994 M= @ IN IN = U815 IN = U440 LB LB LB IN FT FT PSF PSF FT PSF PSF FT 120 78 60 23 13 180 101 334 334 PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI 328 9382 FT-LB 2502 LB 37.60 IN3 82.26 IN3 11.45 IN2 41.56 IN2 266.61 IN4 488.41 IN4 v= Combination Roof and Floor Beamf 2000 Intemational Residential Code (97 NDS) ] Ver: 5.06 By: Pat Greenwell, Drafting & Design on: 08-16-2004: 2:15:09 PM Proiect: CHASE - Location: Roof Girder 'I' Summary: ( 2 ) 1.75 IN x 11.875 IN x 15.0 FT /1.9E Microllam - Trus Joist-MacMillan. Section Adequate By: 51.0% ControllinQ Factor: Moment of Inertia / Depth Required 10.35 In . Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Roof LoadinQ: Roof Live Load-Side One: Roof Dead Load-Side One: Roof Tributarv Width-Side One: Roof Live Load-Side Two: Roof Oead Load-Side Two: Roof Tributarv Width-Side Two: Roof Duration Factor. Floor LoadinQ: Floor Live Load-Side One: Floor Dead Load-Side One: Floor Tributarv Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Floor Tributarv Width-Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load: Roof Unifoon Dead Load (Adjusted for roof pitch): Floor Unifoon Live Load: Floor Unifoon Dead Load: Beam Self Weiqht: Combined Unifoon Live Load: Combined Unifoon Dead Load: Combined Unifoon Total Load: Controllinq Total Desiqn Load: Properties For. 1.9E Microllam- Trus Joist-MacMillan Bendinq Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 Cf=1.00 DLD= LLD= TLD= LL -Rxn= DL-Rxn= TL -Rxn= BL= L= Lu= U U RLL1= RDL1 = R1W1= RLL2= RDL2= R1W2= Cd-roof= FLL1= FDL1= F1W1= FLL2= FDL2= F1W2= Cd-floor= WALL= wL -rOOF wD-roof= wL-floor= wD-ftoor= BSW= wL= wD= wT= wT-cont= Fb= Fv= E= FC"'perp= Fb'= Fv': Fv'= Adiustment Factors: Cd=1.15 Design ReQuirements: Controllinq Moment: 7.5 it from left support Critical moment created by combining all dead and live loads. Controllinq Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): SreQ= S= AreQ= A= . IreQ= 1= 0.23 0.27 0.50 1650 1385 3035 1.16 15.0 0.0 360 240 40.0 20.0 2.0 40.0 20.0 2.0 1.15 40.0 15.0 1.0 40.0 15.0 0.5 1.00 45 2600 285 1900000 750 2994 <D IN IN = U667 IN = U362 LB LB LB IN FT FT PSF PSF FT PSF PSF FT 160 104 60 23 13 220 127 405 405 PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI 328 PSI M= 11380 FT-LB V= 3035 LB 45.61 IN3 82.26 IN3 13.89 IN2 41.56 IN2 323.38 IN4 488.41 IN4 , Multi-Loaded Beamf 2000 International Residential Code (97 NDS) 1 Ver: 5.06 By: Pat Greenwell, Drafting & Design on: 08-16-2004 : 2: 19:32 PM Proiect: CHASE - Location: Floor Girder 'J' Summary: (2) 1.75 IN x 11.875 IN x 3.67 FT /1.9E Microllam - Trus Joist-MacMillan Section Adequate By: 71.3% ControllinQ Factor: Area / Deoth Required 6.93 In . Laminations are to be fully connected to provide uniform transfer of loads to all members Center Soan Deflections: Dead Load: Live Load: Total Load: Center Soan Left End Reactions (Support A): Live Load: Dead Load: Total Load: BearinQ LenQlh Required (Beam only, Support capacity not checked): Center Span RiQht End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: . Center Span LenQth: Center Span Unbraced LenQ1h-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor. Live Load Deflect. Criteria: Total Load Deflect. Cri1eria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Point Load 2 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: RiQht Live Load: RiQht Dead Load: Load Start: Load End: Load LenQth: Trapezoidal Load 2 Left Live Load: Left Dead Load: RiQht Live Load: RiQht Dead Load: Load Start: Load End: Load LenQth: Trapezoidal Load 3 Left Live Load: Left Dead Load: RiQht Live Load: RiQht Dead Load: Load Start: Load End: Load LenQth: Properties For: 1.9E Microllam- Trus Joist-MacMillan BendinQ Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Adiustment Factors: Cd=1.00 Design Requirements: DLD-Center= LLD-Center= TLD-Center= LL -Rxn-A= DL-Rxn-A= TL -Rxn-A= BL-A= LL-Rxn-B= DL -Rxn-B= TL -Rxn-B= BL-B= L2= Lu2-Top= Lu2-Bottom= Cd= U U wL-2= wD-2= BSW= wT-2= PL1-2= PD1-2= X1-2= PL2-2= PD2-2= X2-2= TRL-Left-1-2= TRD-Left-1-2= TRL-RiQht-1-2= TRD-Right-1-2= A-1-2= B-1-2= C-1-2= TRL-Left-2-2= TRD-Left-2-2= TRL-RiQht-2-2= TRD-Right-2-2= A-2-2= 8-2-2= C-2-2= TRL-Left-3-2= TRD-Left-3-2= TRL-RiQht-3-2= TRD-Right-3-2= A-3-2= B-3-2= C-3-2= Fb= Fv= E= Fcyerp= Fb'= Fv'= ill 0.00 IN 0.01 IN = U6699 0.01 IN = U4257 3269 LB 1340 LB 4609 LB 1.76 IN 2146 LB 1284 LB 3431 LB 1.31 IN 3.67 FT 0.0 FT 3.67 FT 1.00 360 240 o o 13 13 2032 451 0.5 1650 1385 2.25 160 60 160 60 0.0 3.67 3.67 320 160 320 160 0.0 2.25 2.25 300 113 300 113 2.25 3.67 1.42 2600 285 1900000 750 2604 285 PLF PLF PLF PLF LB LB FT LB LB FT PLF PLF PLF PLF FT FT FT PLF PLF PLF PLF FT FT FT PLF PLF PLF PLF FT FT FT PSI PSI PSI PSI PSI PSI Paqe: 2 Multi-Loaded Beamf 2000 International Residential Code (97 NOS) 1 Ver: 5.06 Bv: Pat Greenwell, Drafting & Design on: 08-16-2004: 2:19:32 PM Project: CHASE - Location: Floor Girder 'J' Controllinq Moment: 2.239 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controllinq Shear: At left support of span 2 (Center Span) Critical shear created bv combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Areq= A= Ireq= 1= M= V= Area (Shear): Moment of Inertia (Deflection): 4214 4609 19.42 82.26 24.26 41.56 27.53 488.41 ill G>t'l,I17. FT-LB LB IN3 IN3 IN2 IN2 IN4 IN4 Multi-Loaded Beam[ 2000 Intemational Residential Code (97 NOS) 1 Ver: 5.06 Bv: Pat Greenwell. DraftinQ & Design on: 08-16-2004 : 2:30:28 PM Proiect: CHASE - Location: Front Living Room Wndow Header 'K' Summary: (2) 1.75 IN x 5.51N x 6.0 FT (3 + 3) /1.9E Microllam - Trus Joist-MacMillan Section Adequate By: 129.9% Controlling Factor: Area I Depth Required 2.69 In Left Span Deflections: Dead Load: Live Load: Total Load: . Center span Oeflections: Dead Load: Live Load: Total Load: Left End Reactions (Support A): Live Load: Dead Load: Total Load: BearinQ LenQth Required (Beam only, Support capacitY not checked): Center span Left End Reactions (Support B): Live Load: Dead Load: Total Load: BearinQ LenQth Required (Beam onlv, Support capacity not checked): Center span RiQht End Reactions (Support C): live Load: Dead Load: Total Load: BearinQ LenQth Required (Beam only, Support capacity not checked): Dead Load Uplift F.S.: Beam Oata: Left Span LenQth: Left Span Un braced LenQth-Top of Beam: Left Span Unbraced Length-Bottom of Beam: Center span LenQth: Center span Unbraced LenQth-Top of Beam: Center span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Left Span Loading: Unifonn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 . Left Live Load: Left Dead Load: RiQht Live Load: RiQht Dead Load: Load Start: Load End: Load LenQth: Trapezoidal Load 2 Left Live Load: Left Dead Load: RiQht Live Load: RiQht Dead Load: Load Start: Load End: Load LenQth: Center span Loading: Unifonn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 DLD-Left= LLD-Left= . TLD-Left= OLD-Center- LLD-Center- TLD-Center- LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= LL-Rxn-C= DL-Rxn-C= TL-Rxn-C= BL-C= FS= L1= Lu1-Top= Lu 1-Bottom= L2= Lu2-Top= Lu2-Bottom= Cd= U U wL-1= wD-1= BSW= wT-1= PL1-1= PD1-1= X1-1= TRL-Left-1-1= TRD-Left-1-1 = TRL-RiQht-1-1 = TRD-Right-1-1= A-1-1= B-1-1= C-1-1= TRL-Left-2-1= TRD-Left-2-1 = TRL-RiQht-2-1 = TRO-Right-2-1 = A-2-1= B-2-1= C-2-1= wL-2= wD-2= BSW= wT-2= PL1-2= PD1-2= X1-2= <D 0.00 IN 0.01 IN = U4386 0.01 IN = U2828 0.00 IN 0.01 IN = U4386 0.01 IN = U2828 1063 LB 767 LB 1830 LB 0.70 IN 1379 LB 982 LB 2362 LB 0.90 IN 1063 LB 767 LB 1830 LB 0.70 IN 1.5 3.0 FT 0.0 FT 3.0 FT 3.0 FT 0.0 FT 3.0 FT 1.15 360 240 0 PLF 0 PLF 6 PLF 6 PLF 940 LB 940 LB 0.75 FT 160 PLF 60 PLF 160 PLF 60 PLF 0.0 FT 3.0 FT 3.0 FT 320 PLF 160 PLF 320 PLF 160 PLF 00 FT 0.75 FT 0.75 FT 0 PLF 0 PLF 6 PLF 6 PLF 940 LB 940 LB 2.25 FT Paqe:2 Multi-Loaded 8eam[ 2000 Intemational Residential Code (97 NOS) 1 Ver: 5.06 Bv: Pat Greenwell. Draftinq & Design on: 08-16-2004: 2:30:28 PM Project: CHASE - Location: Front Living Room Wndow Header 'K' Left Live Load: Left Dead Load: Riqht Live Load: RiQht Dead Load: Load Start: Load End: Load Lenqth: Trapezoidal Load 2 Left Live Load: Left Dead Load: Riqht Live Load: Riqht Dead Load: Load Start: Load End: Load Lenqth: Properties For: 1.9E Microllam- Trus Joist-MacMillan 8endinq Stress: Shear Stress: Modulus of Elasticitv: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1.15 Cf=1.11 TRL-Left-1-2= TRD-Left-1-2= TRL-Riqht-1-2= TRD-Right-1-2= A-1-2= B-1-2= C-1-2= TRL-Left-2-2= TRD-Left-2-2= TRL-Riqht-2-2= TRD-Right-2-2= A-2-2= 8-2-2= C-2-2= Fb= Fv= E= FCJlerp= Fb'= Fv': Fv'= Adiustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: 0.75 Ft from left support of span 1 (Left Span) Critical moment created by combining all dead loads and live loads on span(s) 1 Controllinq Shear. At riqht support of span 2 (Center Span) Critical shear created bv combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): M= Moment of Inertia (Deftection): Sreq= s= AreQ= A= Ireq= 1= 160 60 160 60 0.0 3.0 3.0 320 160 320 160 2.25 3.0 0.75 2600 285 1900000 750 3325 328 <0 o'i'Nr'IP. PLF PLF PLF PLF FT FT FT PLF PLF PLF PLF FT FT FT PSI PSI PSI PSI PSI PSI 1174 FT-L8 1830 L8 4.24 IN3 17.65 IN3 8.37 IN2 19.25 IN2 4.12 IN4 48.53 IN4 v= Multi-Loaded Beam! 2000 Intemational Residential Code (97 NOS) 1 Ver: 5.06 By: Pat Greenwell, Drafting & Design on: 08-16-2004 : 2:25:02 PM Proiect: CHASE - Location: Back Door Header 'L' Summary: (2) 1.75 IN x 5.5 IN x 3.0 FT /1.9E Microllam - Trus Joist-MacMillan Section Adequate By: 51.6% Controlling Factor: Area / Oepth Required 4.1 In Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearinq Lenqth Required (Beam only, Support capacity not checked): Center Span Riqht End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Leng1h Required (Beam only. Support capacity not checked): Beam Data: . Center Span LenQth: Center Span Untiraced Lenqth-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Oeflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Let! Dead Load: Riqht Live Load: RiQht Dead Load: Load Start: Load End: Load LenQth: Properties For: 1.9E Microllam- Trus Joist-MacMillan Bendinq Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (fension): Adjustment Factors: Cd=1.00 Cf=1.11 Fv': DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Top= LuZ-Bottom= Cd= U U wL-2= wD-2= BSW= wT-2= PL1-2= PDl-2= X1-2= TRL-Left-1-2= TRD-Let!-1-2= TRL-RiQht-1-2= TRO-Right-1-2= A-1-2= B-1-2= C-1-2= Fb= Fv= E= FCJlerp= Fb'= Fv'= Adiustment Factors: Cd=1.00 Design Requirements: ControllinQ Moment: M= 1.98 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controllinq Shear: . V= At riQht support of span 2 (Center Span) Critical shear created. by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1= @ 0.02 IN 0.02 IN = U1813 0.04 IN = U1027 987 LB 689 LB 1676 LB 0.64 IN 1337 LB 1075 LB 2413 LB 0.92 IN 3.0 FT 0.0 FT 3.0 FT 1.00 360 240 25 45 6 76 1650 1385 2.0 300 113 300 113 0.0 2.0 2.0 2600 285 1900000 750 2891 285 PLF PLF PLF PLF LB LB FT PLF PLF PLF PLF FT FT FT PSI PSI PSI PSI PSI PSI 2361 FT-LB 2413 LB 9.80 IN3 17.65 IN3 12.70 IN2 19.25 IN2 11.35 IN4 48.53 IN4 Multi-Loaded Beam[ 2000 International Residential Code (97 NDS) 1 Ver: 5.06 Bv: Pat Greenwell, Drafting & Design on: 08-16-2004: 1:37:16 PM Project: CHASE - Location: Master Bedroom Header 'M' Summary: (2) 1.751N x 5.51N x 7.5 FT (2.5 + 2.5 + 2.5) /1.9E Microllam - Trus Joist-MacMillan Section Adequate By: 162.4% Controlling Factor: Area / Depth Required 2.11 In Left Span Deflections: Dead Load: Live Load: Total Load: Center Span Deflections: Dead Load: Live Load: Total Load: Right Span Deflections: Dead Load: Live Load: Total Load: Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Reguired (Beam only, Support.capacity not checked): Center Span Left End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Lenqth ReQuired (Beam onlv, Support capacity not checked): Center Span Right End Reactions (Support C): Live Load: Dead Load: Total Load: Bearing Length Reguired (Beam only, Support capacity not checked): Right End Reactions (Support D): Live Load: Dead Load: Total Load: Bearing Length Reguired (Beam only, Support capacity not checked): Dead Load Uplift F.S.: Beam Data: Left.Span Length: Left Span Unbraced Length-Top of Beam: Left Span Unbraced Length-Bottom of Beam: Center Span Length: Center Span Unbraced Length-Top of Beam: Center Span Unbraced Length-Bottom of Beam: Right Span Length: Right Span Unbraced Length-Top of Beam: Right Span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Lefl Span Loading: Unifonn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Lenqlh: Center Span Loading: Unifonn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: DLD-Left= LLD-Left= TLD-Left= DLD-Center= LLD-Center= TLD-Center= OLD-Right= LLD-Riqht= TLD-Right= LL -Rxn-A= DL-Rxn-A= TL-Rxn-A= ' BL-A= LL -Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= LL-Rxn-C= DL-Rxn-C= TL-Rxn-C= BL-C= LL-Rxn-D= DL-Rxn-D= TL-Rxn-D= BL-D= FS= L1= Lu1-Top= Lu1-Bottom= . L2= Lu2-Top= Lu2-Bottom= L3= Lu3- T op= Lu3-Bottom= Cd= U U wL-1= wD-1= BSW= wT-1= TRL-Left-1-1 = TRO-Left-1-1= TRL-Right-1-1 = TRD-Right-1-1= A-1-1= B-1-1= C-1-1= wL-2= wO-2= BSW= wT-2= TRL-Lefl-1-2= TRD-Left-1-2= TRL-Right-1-2= TRD-Right-1-2= @ 0.00 IN 0.00 IN = L/7888 0.01 IN = U4642 0.00 IN 0.00 IN = U11560 0.00 IN = U10739 0.00 IN 0.00 IN = L/7888 0.Q1 IN = U4642 590 LB 530 LB 1120 LB 0.43 IN 1572 LB 1458 LB 3030 LB 1.15 IN 1572 LB 1458 LB 3030 LB 1.15 IN 590 LB 530 LB 1120 LB .0.43 IN 1.5 2.5 FT 0.0 FT 2.5 FT 2.5 FT 0.0 FT 2.5 FT 2.5 FT 0.0 FT 2.5 FT 1.15 240 240 0 PLF 0 PLF 6 PLF 6 PLF 524 PLF 524 PLF 524 PLF 524 PLF 0.0 FT 2.5 FT 2.5 FT 0 PLF 0 PLF 6 PLF 6 PLF 524 PLF 524 PLF 524 PLF 524 PLF PaQe:2 Multi-Loaded Beamf 2000 Intemational Residential Code (97 NOS) 1 Ver: 5.06 Bv: Pat Greenwell. Drafting & Design on: 08-16-2004: 1:37:16 PM Project: CHASE - Location: Master Bedroom Header 'M' Load Start: Load End: Load LenQth: RiQht Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Left Live Load: Left Dead Load: RiQht Live Load: RiQht Dead Load: Load Start: Load End: Load LenQlh: Properties For: 1.9E Microllam- Trus Joist-MacMillan BendinQ Stress: Shear Stress: Modulus of Elasticitv: Stress Perpendicular to Grain: Adjusted Properties Fb' (Compression Face in Tension): Adjustment Factors: Cd=1.15 CI=1.00 Cf=1.11 Fv': A-1-2= B-1-2= C-1-2= wL-3= wD-3= BSW= wT-3= TRL-Left-1-3= TRD-Left-1-3= TRL-RiQht-1-3= TRD-Right-1-3= A-1-3= B-1-3= C-1-3= Fb= Fv= E= FCjlerp= Fb'= Fv'= Adiustment Factors: Cd=1.15 Design Requirements: ControllinQ Moment: M= Over riQht support of span 1 (Left Span) Critical moment created by combining all dead loads and live loads on span(s) 1, 2 ControllinQ Shear: . V= At riqht support of span 1 (Left Span) Critical shear created bV combining all dead loads and live loads on span(s} 1, 2 Comparisons With ReQuired Sections: Section Modulus (Moment): Sreo= S= Area (Shear): AreQ= A= Moment of Inertia (Deflection): Ireq= 1= 2600 285 1900000 750 3311 328 <0 CDNf'~. 0.0 2.5 2.5 FT FT FT o o 6 6 524 524 524 524 0.0 2.5 2.5 PLF PLF PLF PLF PLF PLF PLF PLF FT FT FT PSI PSI PSI PSI PSI PSI -713 FT-LB 1603 LB 2.59 IN3 17.65 IN3 7.34 IN2 19.25 IN2 2.51 IN4 48.53 IN4 Multi-Loaded Beam[ 2000 International Residential Code (97 NOS) 1 Ver: 5.06 Bv: Pat Greenwell, Drafting & Design on: 08-16-2004: 1 :52:36 PM Proiect: CHASE - Location: Living Room Window Wall Summary: (2) 1.75 IN x 5.5 IN x 4.66 FT (2.3 + 2.3) /1.9E Microllam - Trus Joist-MacMillan Section Adequate By: 91.1% Controlling Factor: Area / Depth Required 2.88 In Left Span Deftections: Dead Load: Live Load: Total Load: Center span Deflections: Dead Load: Live Load: Total Load: Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearinq Lenqth Required (Beam only, Support capacity not checked): Center span Left End Reactions (Support B): Live Load: Dead Load: Total Load: Bearinq Lenqth Required (Beam onlv, Support capacity not checked): Center span Riqhl End Reactions (Support C): Live Load: Oead Load: Total Load: Bearinq Lenqth Required (Beam' only, Support capacity not checked): Dead Load Uplift F.S.: Beam Data: Left Span Lenqth: Left Span Unbraced Lenqth-Top of Beam: Left Span Unbraced Length-Bottom of Beam: Center span Lenqth: Center span Un braced Lenqth-Top of Beam: Center span Unbraced Length-Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Left Span Loading: Unifonn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Left Live Load: Left Dead Load: Riqht Live Load: Riqht Dead Load: Load Start: Load End: Load Lenqth: Trapezoidal Load 2 Left Live Load: Left Dead Load: Riqht Live Load: Riqht Dead Load: Load Start: Load End: Load Lenqth: Center span Loading: Unifonn Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Left Live Load: Left Dead Load: Riqht Live Load: Riqht Dead Load: Load Start: Load End: Load Lenqth: Trapezoidal Load 2 DLD-Left= LLD-Left= TLD-Left= DLD-Center= LLD-Center= TLD-Center= LL-Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL -Rxn-B= DL-Rxn-B= TL -Rxn-B= BL-B= LL-Rxn-C= DL-Rxn-C= TL-Rxn-C= BL-C= FS= L1= Lu1-Top= Lu1-Bottom= L2= Lu2-Top= Lu2-Bottom= Cd= U U wL-1= wD-1= BSW= wT-1= TRL-Left-1-1 = TRD-Left-1-1= TRL-Riqht-1-1 = TRD-Right-1-1= A-1-1= B-1-1= C-1-1= TRL-Left-2-1= TRD-Left-2-1 = TRL-Riqht-2-1= TRD-Right-2-1 = A-2-1= B-2-1= C-2-1= wL-2= wD-2= BSW= wT-2= TRL-Left-1-2= TRD-Left-1-2= TRL-Riqht-1-2= TRD-Right-1-2= A-1-2= B-1-2= C-1-2= @ 0.00 IN 0.00 IN = U6148 0.01 IN = U4845 0.00 IN 0.00 IN = U6148 0.01 IN = U4845 917 LB 362 LB 1279 LB 0.49 IN 2621 LB 1206 LB 3827 LB 1.46 IN 917 LB 362 LB 1279 LB 0.49 IN 1.5 2.33 FT 0.0 FT 2.33 FT 2.33 FT 0.0 FT 2.33 FT 1.00 360. 240 0 PLF 0 PLF 6 PLF 6 PLF 340 PLF 128 PLF 340 PLF 128 PLF 0.0 FT 2.33 FT 2.33 FT 560 PLF 280 PLF 560 PLF 280 PLF 0.0 FT 2.33 FT 2.33 FT 0 PLF 0 PLF 6 PLF 6 PLF 340 PLF 128 PLF 340 PLF 128 PLF 0.0 FT 2.33 FT 2.33 FT . Paqe:2 Multi-Loaded Beamf 2000 International Residential Code (97 NDS) 1 Ver. 5.06 Bv: Pat Greenwell, Drafting & Design on: 08-16-2004 : 1 :52:36 PM Project: CHASE - Location: Living Room Window Wall Left Live Load: Left Dead Load: Riqht Live Load: Riqht Dead Load: Load Start: Load End: Load Lenqth: Properties For: 1.9E Microllam- Trus Joist-MacMillan Bendinq Stress: . Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Compression Face in Tension): Adjustment Factors: Cd=1.00 CI=1.00 Cf=1.11 Fv': TRL-Left-2-2= TRD-Left-2-2= TRL-Riqht-2-2= TRD-Right-2-2= A-2-2= B-2-2= C-2-2= Fb= Fv= E= Fcyerp= Fb'= Fv'= Adjustment Factors: Cd=1.00 Oesign Requirements: Controllinq Moment: M= Over riqht support of span 1 (Left Span) Critical moment created by combining all dead loads and live loads on span(s) 1, 2 Controllinq Shear. V= At riqht support of span 1 (Left Span) Critical shear created bV combining all dead loads and live loads on span(s) 1, 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= s= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1= 560 280 560 280 0.0 2.33 2.33 2600 285 1900000 750 2881 285 @ C<=>r"n I Y' PLF PLF PLF PLF FT FT FT PSI PSI PSI PSI PSI PSI -892 FT-LB 1914 LB 3.71 IN3 17.65 IN3 10.07 IN2 19.25 IN2 2.84 IN4 48.53 IN4 . Multi-Loaded Beam[ 2000 Intemational Residential Code (97 NOS) I Ver: 5.06 @ By: Pat Greenwell, Drafting & Design on: 08-16-2004 : 2:33:44 PM . Proiect: CHASE - Location: Front Porch Girder '0' Summary: 3.51N x 9.25 IN x 7.0 FT 1#2- Douqlas Fir-Larch - Dry Use Section AdeQuate By: 44.3% Controlling Factor: Section Modulus I Depth Required 7.7 In Center Span Deflections: Dead Load: DLD-Center= Live Load: LLD-Center= Total Load: TLD-Center= Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= Bearinq Lenqth Required (Beam only, Support capacity not checked): BL-A= Center Span Riqht End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only. Support capacity not checked): BL-B= Beam Data: Center Span LenQth: L2= Center Span Unbraced LenQth-Top of Beam: Lu2-Top= Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Unifonn Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 8 PLF Point Load 1 Live Load: PL1-2= 720 LB Dead Load: PD1-2= 720 LB Location (From left end of span): X1-2= 3.5 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 120 PLF Left Dead Load: TRD-Left-1-2= 45 PLF Riqht Live Load: TRL-Riqht-1-2= 120 PLF RiQht Dead Load: TRD-Right-1-2= 45 PLF Load Start: A-1-2= 0.0 FT Load End: B-1-2= 7.0 FT Load LenQth: C-1-2= 7.0 FT Properties For: #2~ DouQlas Fir-Larch Bendinq Stress: Fb= 900 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticitv: E= 1600000 PSI Stress Perpendicular to Grain: FCJlerp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1242 PSI Adjustment Factors: Cd=1.15 Cf=1.20 Fv': Fv'= Adiustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 3.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controllinq Shear: v= At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Reouired Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireo= 1= 0.03 IN 0.04 IN = U2018 0.07 IN = U1144 780 LB 545 LB 1325 LB 0.61 IN 780 LB 545 LB 1325 LB 0.61 IN 7.0 FT 0.0 FT 7.0 FT 1.15 240 240 109 PSI 3579 FT-LB 1325 LB 34.58 IN3 49.91 IN3 18.19 IN2 32.38 IN2 48.42 IN4 230.84 IN4 . Multi-Loaded Beamf 2000 International Residential Code (97 NOS) 1 Ver: 5.06 If\ Bv: Pat Greenwell, Drafting & Design on: 08-16-2004 : 2:35:37 PM 'U Proiect: CHASE - Location: Porch Girder 'P' Summary: 3.5 IN x 9.25 IN x 8.0 FT 1#2 - DouQlas Fir-Larch - Dry Use Section Adequate By: 68.4% Controlling Factor. Area I Depth Required 6.64 In Center Span Defledions: Dead Load: OLD-Center- Live Load: LLD-Center- Total Load: TLD-Center- Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= BearinQ LenQth Required (Beam onlv, Support capacity not checked): BL-A= Center Span RiQht End Reactions (Support B): Live Load: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only, Support capacity not checked): BL-B= Beam Data: Center Span Lenqth: L2= Center Span Unbraced LenQth-Top of Beam: Lu2-Top= Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Duration Factor. Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT-2= 8 PLF Point Load 1 Live Load: PL1-2= 780 LB Dead Load: PD1-2= 545 LB Location (From left end of span): X1-2= 6.0 FT Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 40 PLF Left Dead Load: TRD-Lefl-1-2= 20 PLF RiQht Live Load: TRL-RiQht-1-2= 40 PLF Riqht Dead Load: TRD-Right-1-2= 20 PLF Load Start: A-1-2= 0.0 FT Load End: 8-1-2= 6.0 FT Load LenQlh: C-1-2= 6.0 FT Trapezoidal Load 2 Left Live Load: TRL-Left-2-2= 40 PLF Left Dead Load: TRD-Left-2-2= 20 PLF RiQht Live Load: TRL-RiQht-2-2= 40 PLF Riqht Dead Load: TRD-Right-2-2= 20 PLF Load Start: A-2-2= 0.0 FT Load End: B-2-2= 8.0 FT Load Lenqlh: C-2-2= 8.0 FT Properties For: #2- Douqlas Fir-Larch BendinQ Stress: Fb= 900 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: FCJlerp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1242 PSI Adjustment Factors: Cd=1.15 Cf=1.20 Fv': Fv'= 109 PSI Adiustment Factors: Cd=1.15 Design Requirements: Controllinq Moment: M= 6.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 ControllinQ Shear: V= At riQht support of span 2 (Center Span) Critical shear created bv combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): SreQ= S= Area (Shear): AreQ= A= Moment of Inertia (Deflection): IreQ= 1= 0.03 IN 0.05 IN=U2110 0.08 IN = U1270 505 LB 323 LB 828 LB 0.38 IN 835 LB 565 LB 1400 LB 0.64 IN 8.0 FT 0.0 FT 8.0 FT 1.15 240 240 2665 FT-LB 1400 LB 25.75 IN3 49.91 IN3 19.23 IN2 32.38 IN2 43.63 IN4 230.84 IN4 Proiect: CHASE - Location: Summary: FootinQ Size: 3.82 FT x 3.82 FT x 12.00 IN Reinforcement: #4 Bars@ 7.00 IN. O.C. EfW I (6) min. Footing Loads: Live Load: Dead Load: Total Load: Uttimate Factored Load: Footing Properties: Allowable Soil BearinQ Pressure: Concrete Compressive StrenQth: ReinforcinQ Steel Yield StrenQth: Concrete Reinforcement Cover: Footing Size: Width: LenQth: Depth: Effective Oepth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate BearinQ Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate BearinQ: BearinQ Required: Allowable BearinQ: Beam Shear Calculations (One Way Shear): Beam Shear. Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: PunchinQ Shear: Allowable PunchinQ Shear (ACI 11-35): Allowable PunchinQ Shear (ACI 11-36): Allowable PunchinQ Shear (ACI11-37): ControllinQ Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.48 Steel Required Based on Moment: As(1)= 0.47 Minimum Code Required Reinforcement (ShrinkagelTemperature ACI-10.5.4): As(2)= 1.10 ControllinQ ReinforcinQ Steel: As-reQd= 1.1 0 Selected Reinforcement #4 Bars @ 7.00 IN. O.C. EfW I (6) Min. Reinforcement Area Provided: As= 1.18 Development LenQth Catculations: Development LenQth Required: Development Length Supplied: FootinQ DesiQn r 2000 International Residential Code (97 NDS) 1 Ver. 5.06 By: Pat Greenwell, DraftinQ & Design on: 08-16-2004 : 1 :57:00 PM East Dining Room Girder Point 'P1' . PL= PD= PT= Pu= ; Os= Fc= Fv= c= W= L= Depth= d= m= n= Ou= Oe= Areq= A= BearinQ= Bearing-Allow: Vu1= vc1= Bo= Vu2= vc2-a= vc2-b= vc2-c= vc2= Mu= Mn= Ld= Ld-sup= 9737 5391 15128 24100 1250 2500 40000 3.00 3.82 3.82 12.00 8.25 (Wood) 5.50 5.50 1037 1100 13.75 14.59 24100 89994 7713 32145 55.00 21932 115706 154275 77138 77138 138095 339469 15.00 19.92 @ LB LB LB LB PSF PSI PSI IN FT FT IN IN IN IN PSF PSF SF SF LB LB LB LB IN LB LB LB LB LB IN-LB IN-LB IN IN2 IN2 IN2 IN2 IN IN Footinq Desiqn r 2000 International Residential Code (97 NDS) 1 Ver: 5.06 @ Bv: Pat Greenwell, Draftinq & Design on: 08-16-2004: 2:01 :47 PM Project CHASE - Location: West End Dinin9 Girder Point 'P2' Summary: Footinq Size: 3.67 FT x 3.67 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E1W I (5) min. Footing Loads: Live Load: PL= 8820 LB Dead Load: PD= 5029 LB , Total Load: PT= 13849 LB " Ultimate Factored Load: Pu= 22035 LB Footing Properties: Allowable Soil Bearinq Pressure: Qs= 1250 PSF Concrete Compressive StrenQth: Fc= 2500 PSI Reinforcinq Steel Yield Strenqth: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 3.67 FT Lenqth: L= 3.67 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Tvpe: (Wood) Column Width: m= 5.50 IN Column Depth: n= 5.50 IN Bearing Calculations: Ultimate BearinQ Pressure: Qu= 1028 PSF Effective Allowable Soil Bearing Pressure: Qe= 1125 PSF Required Footing Area: Areq= 12.31 SF Area Provided: A= 13.47 SF Baseplate Bearinq: Bearinq Required: Bearinq= 22035 LB Allowable Bearinq: Bearing-Allow= 89994 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 7890 LB Allowable Beam Shear: vc1= 23396 LB Punching Shear Calculations (fwo way shear): Critical Perimeter: Bo= 47.00 IN Punchinq Shear. Vu2= 20466 LB Allowable Punchinq Shear (ACI 11-35): vc2-a= 74906 LB Allowable Punchinq Shear (ACI11-36): vc2-b= 91375 LB Allowable Punchinq Shear (ACI 11-37): vc2-<:= 49938 LB Controllinq Allowable Punching Shear: vc2= 49938 LB Bending Calculations: Factored Moment: Mu= 121300 IN-LB Nominal Moment Strength: Mn= 213374 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.42 IN Steel Required Based on Moment: As(1)= 0.55 IN2 : Minimum Code Required Reinforcement (Shrinka9efTemperature ACI-10.5.4): As(2)= 0.88 IN2 Controllinq Reinforcinq Steel: As-reQd= 0.88 IN2 Selected Reinforcement: #4 Bars @ 9.00 IN. O.C. E1W I (5) Min. Reinforcement Area Provided: As= 0.98 IN2 Development Lenqth Calculations: Development Lenqth Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 19.02 IN '- Roof Beam[ 2000 International Residential Code (97 NDS) 1 Ver: 5.06 @ Bv: Pat Greenwell. DraftinQ & Design on: 08-16-2004: 1:59:48 PM Proiect: CHASE - Location: Master Closet Window Header 'Q' Summary: ( 2 ) 1.75 IN x 5.5 IN x 4.5 FT /1.9E Microllam - Trus Joist-MacMillan Section Adequate By: 41.8% Controlling Factor. Area / Depth Required 4.6 In Deflections: Dead Load: DLD= 0.05 IN . Live Load: LLD= 0.08 IN = U658 a Total Load: TLD= 0.13 IN = U409 Reactions (Each End): Live Load: LL -Rxn= 1845 LB Dead Load: DL-Rxn= 1122 LB Total Load: TL -Rxn= 2967 LB Bearing Length Required (Beam only, Support capacity not checked): BL= 1.13 IN Beam Data: Span: L= 4.5 FT Maximum Un braced Span: Lu= 0.0 FT Pitch Of Roof: RP= 8 :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 240 Roof LoadinQ: Roof Live Load-Side One: LL1= 40.0 PSF Roof Dead Load-Side One: Dl1= 20.0 PSF Tributary Width-Side One: TW1= 19.0 FT Roof Live Load-Side Two: LL2= 40.0 PSF Roof Dead Load-Side Two: DL2= 20.0 PSF Tributary Width-Side Two: TW2= 1.5 FT Roof Duration Factor. Cd= 1.15 Beam Self WeiQht: BSW= 6 PLF SlopelPitch Adiusted Lenqths and Loads: Adiusted Beam LenQth: .Ladi= 4.5 FT Beam Uniform Live Load: wL= 820 PLF Beam Uniform Dead Load: wD ad;= 499 PLF Total Uniform Load: -wT= 1319 PLF . Properties For: 1.9E Microllam- Trus Joist-MacMillan BendinQ Stress: Fb= .2600 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticitv: E= 1900000 PSI Stress Perpendicular to Grain: Fcyerp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 3325 PSI Adjustment Factors: Cd=1.15 Cf=1.11 Fv'=' Fv': 328 PSI Adiustment Factors: Cd=1.15 Design Requirements: ControllinQ Moment: M= 3338 FT-LB 2.25 ft from left support Critical moment created by combining all dead and live loads. ControllinQ Shear: V= 2967 LB At support. Critical shear created bV combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 12.05 IN3 S= 17.65 IN3 Area (Shear): AreQ= 13.58 IN2 A= 19.25 IN2 Moment of Inertia (Deflection): lreq= 28.46 IN4 1= 48.53 IN4