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HomeMy WebLinkAbout0358 WIANNO AVENUE - PLANS (3) � � 1 1 � �oVEv 1 � 3 �g Wi Arno AVm �,.� _ ! yU- ISZ N 1 1 1 1 1 1 1 1� 1 � � . � � � . � � � I 1 N 1 1 1 1 1 1 1 �� 1 SINE � ,TOWN OF BARNSTABLE Building Application Ref: 200707921 * BARNSTABLE. * Permit, y MASS. Issue Date: 02/08/10 �ArFG.39.�A� Applicant: BAGLEY,DAVID C ET AL Permit Number: B 20100202 Proposed Use: DEVELOPABLE LAND Expiration Date: 08/08/10 Location 358 WIANNO AVENUE Zoning District RF-1 Permit Type: REBUILD HOUSE AFTER TEARDOWN Map Parcel 140152 Permit Fee$ 75.00 Contractor PROPERTY OWNER Village OSTERVILLE App Fee$ 100.00 License Num Est Construction Cost$ 1,500,000 Remarks APPROVED PLANS MUST BE RETAINED ON JOB AND REBUILD HOUSE AFTER TEARDOWN THIS CARD MUST BE KEPT POSTED UNTIL FINAL 4TH EXTENSION TO EXPIRE 8/8/2010 INSPECTION HAS BEEN MADE. WHERE A CERTIFICATE OF OCCUPANCY IS REQUIRED,SUCH Owner on Record: BAGLEY, DAVID C ET AL BUILDING SHALL NOT B CICUPIED UNT A FINAL Address: LAURA BETH TRUST INSPECTION HAS BEEN 39 MARSHAL ST BROOKLINE, MA 02446 Application Entered by: PC Building Permit Issued By: THIS PERMIT CONVEYS NO,RIGHT TO,OCCUPY ANY STREET,ALLY OR SIDEWALK OR ANY PART THEREOF,EITHER TEMPORARILY OR PE A TLY. ENCROACHEMENTS ON PUBLIC PROPERTY.NOT SPECIFICALLY PERMITTED UNDER THE BUILDING CODE,MUST BE APPROVED BY THE JU DICTION. STREET`ORALLY GRADES AS WEILLAAS DEPTH:AND LOCATION OF PUBLIC SEWERS MAY BE OBTAINED FROM THE DEPARTMENT OF PUB C WORKS. THE ISSUANCE OF THIS PERMIT DOES NOT RELEASE THE APPLICANT FROM THE CONDITIONS OF ANY APPLICABLE SUBDIVISION RESTRICTIONS. MINIMUM OF FOUR CALL INSPECTIONS REQUIRED FOR ALL CONTSTRUCTION WORK: 1.FOUNDATION OR FOOTINGS. 2.ALL FIREPLACES MUST BE INSPECTED AT THE THROAT LEVEL BEFORE FIRST FLUE LINING IS INSTALLED. 3.WIRING&PLUMBING INSPECTIONS TO BE COMPLETED PRIOR TO FRAME INSPECTION. 4.PRIOR TO COVERING STRUCTURAL MEMBERS(READY TO LATH). 5.INSULATION. 6.FINAL INSPECTION BEFORE OCCUPANCY. WHERE APPLICABLE,SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL,PLUMBING AND MECHANICAL INSTALLATIONS. WORK SHALL NOT PROCEED UNTIL THE INSPECTOR HAS APPROVED THE VARIOUS STAGES OF CONSTRUCTION. PERMIT WILL BECOME NULL AND VOID IF CONSTRUCTION WORK IS NOT STARTED WITHIN SIX MONTHS OF DATE THE PERMIT IS ISSUED AS NOTED ABOVE. PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS DO NOT HAVE ACCESS TO GUARANTY FUND(as set forth in MGL c.142A). BUILDING INSPECTION APPROVALS PLUMBING INSPECTION APPROVALS ELECTRICAL INSPECTION APPROVALS 1 1 1 2 2 2 3 1 Heating Inspection Approvals Engineering Dept Fire Dept 2 Board of Health THE STRUCTURAL SHOP LTD CONSULTING ENGINEERS " ® 9601 RIVER STREET ' SCHILLER PARK, ILLINOIS 60176 (847) 349 1099 PHONE ® (847) 349 1098 FAX mail@thestructuralshop.com CALCULATIONS FOR TRUST RESIDENCE 358 Wianno Avenue Osterville, Massachusetts r r r*20D70lq RebaJU 21ufoI'" lu i 'P lot G b November 5, 2007 J THE STRUCTURAL SHOP LTD CONSULTING ENGINEERS 502 ZENITH DRIVE ® GLENVIEW, ILLINOIS 60025 -' (847) 298 2660 PHONE (847) 298 5112 FAX mail@thestructuraishop.com ' CALCULATIONS FOR: Trust Residence 358 Wianno Avenue Osterville, Massachusetts v� CALCULATIONS: SECTION: Main House Roof Framing Calculations 100 Attic Framing Calculations 200 2nd Floor Framing Calculations 300 1 st Floor Framing Calculations 400 ' Lateral Analysis 500 Foundation 600 Additional Structures r Pool Building Calculations 700 rDetached Garage Calculations 800 Barn Structure Calculations 900 y 1 4 OP D 6' G' T R84 4 6' A 1 ROOF FRAMING PLAN 358 Wianno Ave, Osterville, Barnstable, Massachusetts 02655, United States - Google M... Page 1 of 1 Q 1 Address 358 Wianno Ave Save trees. Go green! ' Osterville MA 02655' Download Google Maps for mobile - Text maps to 466453 �: East. wtLr,fZlple Swan. Ij ;,� 130 S'-y �IJr'&_I':ti'Iq r a. fiA 'esl 13_Ienstlol,• ' `h6?iFB �„ - �L l vl.n lvh„ 149 .�, PC[ �3D L F+ n;i l r_u FoFE�h-71e f vl r=er ville v _ 1 P lilSulh �:S.g. �ti •: roe, � b11,k:iry Rnia�1 b.,= arg`, �: Pond V11 vk ,y 149 tquaquct 1 Pr?nd Hal, n Lake N i hFee ;0 PG 17U ,t.'u W1ars?ons i,� 2B ' �t•va'ti'� '' 7� fali$Is 26 s^•s"'' Ma.shpee r„F, Centerville ' Sarduit ? Hp it 4 4.h1 lnel 1 r'"urih°ay v.. 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MASSACHUSETTS GROUND SNOW LOADS Canton Methuen Taunton �x � CITIES A D>TOVYI5.HAV A FEUt7NC7'SNE411W A�tO a Sfs Carlisle Milford Tewksbury _Aqiunnah Ed artown Provincetown Chariton Millbury Tyngsborough amstable Falmouth Sandwich Chelmsford Millis Upton ' oume Gosnold Tisbury Chicopee Millville Uxbridge Brewster Harwich Truro Clinton Monson Wales Chatham Mas ee Wellfleet Concord Natick Walpole Chilmark antucket West Tisbury Dedham Needham Waltham Dennis Oak Bluffs Yarmouth Dighton New Braintree Ware 1 Eastham Orleans Douglas Newbury Warren IE xAsN�iTOlr$tktli+a` �Q�3�1, J11NJA 5�F�S�; 4 Dover Newburyport Wa land Abington Hanover Plymouth Dracut Newton Webster Acushnet Hanson PI m ton 'Dudlev Norfolk Wellesley Arlington Hingham Quincy East Brookfield Northampton Westborough Belmont Holbrook Randolph Easthampton North Andover West Boylston Beverly Hull Revere East Longmeadow North Attleborou h West Brookfield ' Boston Ipswich Rochester Easton Northborou h Westfield Braintree Kingston Rockland Foxborou h Northbridge Westford Bridgewater Lakeville Rockport Framingham North Brookfield West Newbury Brockton Lynn Salem Franklin North Reading Weston 1 Brookline L nnfield Saugus Georgetown Norton West Springfield Cambridge Malden Scituate Grafton Norwood Westwood Carver Manchester By the Sea Somerville Granby Oakham Wilbraham Chelsea Marblehead Stoneham Groveland Oxford Wilmington Cohasset Marion Swampscott Hadley Palmer Winchester Danvers Marshfield To sfield Ham den Paxton Woburn Dartmouth Matta oisett Wakefield Hardwick Pelham Worcester Duxbury Medford Wareham Harvard Plainville Wrentham East Bridgewater Melrose Watertown Hatfield Ra nham h gil ­ Essex Middleborough. Wenham fE .. Everett Middleton West Bridgewater Adams Groton Plainfield Fairhaven Milton Westport Alford Hancock Princeton Fall River Nahant Weymouth Ashbumham Hawley Richmond Freetown New Bedford Whitman Ashby Heath Rowe Gloucester Norwell WinthropAshfield Hinsdale Ro alston Halifax Peabody Athol Hubbardston Russell Hamilton Pembroke Ayer Huntington Sandisfield CITIES AND,'TO�VIttiS�I��VIN. �ll4GR, . NLl`� .O�fly Obi �0�.5 �Pe�' �, Becket Lanesborou h Savo Acton Haverhill Reading Bemardston Lee Sheffield ' Agawam Holden Rehoboth Blandford Lenox Shelburne Amesbury .Holland Rowley Buckland Leominster Shirley Amherst Holliston Rutland Charlemont Leverett Shutesbury Andover Holyoke Salisbury Cheshire Le den Stockbridge ' Ashland Hopedale Seekonk Chester Lunenburg Sunderland Attleboro Hopkinton Sharon Chesterfield Middlefield Templeton Aubum Hudson Sherbom Clarksburg Monroe Tolland Avon Lancaster Shrewsbury Colrain Montague Townsend ' Barre Lawrence Somerset ConwayMonterey T rin ham Bedford Leicester Southampton Cummin ton Montgomery Warwick Belchertown Lexington Southborough Dalton Mount Washington Washington Bellingham Lincoln Southbridge Deerfield New Ashford Wendell ' Berkley Littleton South Hadley Dunstable New Marlborough Westhampton Berlin Longmeadow Southwick E remont New Salem Westminster Billerica Lowell Spencer Erving North Adams West Stockbrid e Blackstone Ludlow Springfield Fitchburg Northfield Whatel ' Bolton Mansfield Sterling Florida Orange Williamsburg Boxborou h Marlborough Stoughton Gardner Otis Williamstown Boxford Maynard Stow Gill Peppere11 Winchendon Boylston Medfield Sturbridge Goshen Peru Windsor "• ' Brimfield Medway Sudbury Granville Petersham Worthington Brookfield Mendon Sutton Great Barrington Phili ston Burlin ton Merrimac Swansea Greenfield Pittsfield For SI: I pound per square foot=0.0479 kN/m2. ' 38 SEVENTH EDITION,MASSACHUSETTS BUILDING CODE FOR ONE-AND TWO-FAMILY DWELLINGS(780 CMR) r - b Roo L--©a.6 r r oil r 1 r r Title: Job# Dsgnr. Date. 8:08PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC 02007 jobs\kon'stant arch itecture\07581 358 Description Roof Framing (Typ. Roof Rafters) General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x12 Center Span 17.50ft . . . ..Lu 0.00 ft ' Beam Width 1,500 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi Repetitive Member E 1,400.0 ksi Full Lengh Uniform Loads ' Center DL 67.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary Beam Design OK Span= 17.50ft,Beam Width=1.500in x Depth= 11.25in,Ends are Pin-Pin ' Max Stress Ratio 0.841 : 1 Maximum Moment 2.6 k-ft Maximum Shear 1.5 0.9 k Allowable 3.1 k-ft Allowable 1.4 k Max.Positive Moment 2.56 k-ft at 8.750 ft Shear: @ Left 0.59 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.59 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.851 in R' eactions... Max. M allow 3.05 @ Right 0.000 in fb 972.74 psi fv 52.11 psi Left DL 0.59 k Max 0.59 k Fb 1,157.19 psi Fv 80.50 psi Right DL 0.59 k Max 0.59k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.567 in -0.567 in Deflection 0.000 in 0.000 in ...Location 8.750 ft 8.750 ft ...Length/Dell 0.0 0.0 ' ...Length/Deft 370.1 370.10 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' I Bending Analysis Ck 30.250 Le 0.000 ft Sxx 31.641 in3 Area 16.875 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment SxxSxx Req'd Allowable fb ' @ Center 2.56 k-ft 26.60 in3 1,157.19 psi @ Left Support 0.00 k-ft 0.00 in3 1,157.19 psi @ Right Support 0.00 k-ft 0.00 in3 1,157.19 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 0.88 k 0.88 k Area Required 10.924 in2 10.924 in2 Fv:Allowable 80.50 psi 80.50 psi ' Bearing @ Supports Max. Left Reaction 0.59 k Bearing Length Req'd 0.920 in Max.Right Reaction 0.59 k Bearing Length Req'd 0.920 in ' i og Title: Job# Dsgnr: Date: 8:08PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itecture\07581_358 Description Roof Framing (Framing around dormer) Header-RB1 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x12 Center Span 3.00 ft .. . . .Lu 1.33 ft Beam Width 3.000 in Left Cantilever ft .. . . .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 70.0 psi ' Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 267.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary ' Beam Design OK Span=3.00ft,Beam Width=3.00Oin x Depth=11.25in,Ends are Pin-Pin ' Max Stress Ratio 0.221 : 1 Maximum Moment 0.3 k-ft Maximum Shear` 1.5 0.6 k Allowable 5.3 k-ft Allowable 2.7 k Max.Positive Moment 0.30 k-ft at 1.500 ft Shear: @ Left 0.40 k ' Max.Negative Moment 0.00 k-ft at 3.000 ft @ Right 0.40 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.001 in ' Max. M allow 5.29 Reactions... @ Right 0.000 in fb 56.96 psi fv 17.80 psi Left DL 0.40 k Max 0.40 k Fb 1,002.63 psi Fv 80.50 psi Right DL 0.40 k Max 0.40k Deflections 1 Center Span... Dead Load Total Load Left Cantilever... bead Load Total Load Deflection -0.001 in -0.001 in Deflection 0.000 in 0.000 in ...Location 1.500 ft 1.500 ft ...Length/Deft 0.0 0.0 ' ...Length/Deft 36,868.9 36,868.94 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 30.250 Le 2.745 ft Sxx 63.281 in3 Area 33.750 in2 Cf 1.000 Rb 6.418 Cl 0.996 ' Max Moment Sxx Redd Allowable fb @ Center 0.30 k-ft 3.60 in3 1,002.63 psi @ Left Support 0.00 k-ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 0.60 k 0.60 k Area Required 7.463 in2 7.463 in2 Fv:Allowable 80.50 psi 80.50 psi ' Bearing @ Supports Max.Left Reaction 0.40 k Bearing Length Req'd 0.314 in Max.Right Reaction 0.40 k Bearing Length Req'd 0.314 in I ' Title: Job# 106 Dsgnr: Date: 8:08PM, 1 NOV 07 Description t Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC y:\2007 lobsUnstant arch itecture\07581_358 Description Roof Framing (Framing around dormer)Joist-RB2 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x12 Center Span 14.00ft . . . . .Lu 1.33 ft Beam Width 3.000 in Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 70.0 psi ' Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 67.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 401.0 Ibs 401.0 Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs distance 3.583 ft 10.416 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft S umma9L__jj Beam Design OK Span=14.00ft,Beam Width=3.000in x Depth= 11.25in,Ends are Pin-Pin ' Max Stress Ratio 0.582 : 1 Maximum Moment 3.1 k-ft Maximum Shear* 1.5 1.3 k Allowable 5.3 k-ft Allowable 2.7 k Max.Positive Moment 3.08 k-ft at 7.000 ft Shear: @ Left 0.87 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.87 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.341 in Max. M allow 5.29 Reactions... @ Right 0.000 in fb 583.77 psi fv 38.67 psi Left DL 0.87 k Max 0.87 k Fb 1,002.63 psi Fv 80.50 psi Right DL 0.87 k Max 0.87k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.228 in -0.228 in Deflection 0.000 in 0.000 in ...Location 7.000 ft 7.000 ft ...Length/Deft 0.0 0.0 ...Length/Dell 738.1 738.08 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 ' Stress Calcs Bending Analysis Ck 30.250 Le 2.745 ft Sxx 63.281 in3 Area 33.750 in2 Cf 1.000 Rb 6.418 Cl 0.996 Max Moment Sxx Reo'd Allowable fb @ Center 3.08 k-ft 36.84 in3 1,002.63 psi @ Left Support 0.00 k-ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.31 k 1.30 k Area Required 16.212 in2 16.211 in2 Fv:Allowable 80.50 psi 80.50 psi Bearing @ Supports Max.Left Reaction 0.87 k Bearing Length Req'd 0.682 in Max.Right Reaction 0.87 k Bearing Length Req'd 0.682 in 1 � 9 ' Title: Job# 0 00 Dsgnr: Date: 8:08PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description Roof Framing (Framing around fireplace) Header-RB3 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x12 Center Span 7.25 ft . . . . .Lu 1.33 ft Beam Width 3.000 in Left Cantilever ft . . . ..Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . . . ..Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi Full Lengh Uniform Loads ' Center DL 270.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary Beam Design OK Span=7.25ft,Beam Width=3.000in x Depth= 11.25in,Ends are Pin-Pin Max Stress Ratio 0.540 : 1 Maximum Moment 1.8 k-ft Maximum Shear" 1.5 1.5 k Allowable 5.3 k-ft Allowable 2.7 k Max.Positive Moment 1.77 k-ft at 3.625 ft Shear: @ Left 0.98 k ' Max.Negative Moment 0.00 k-ft at 7.250 ft @ Right 0.98 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.051 in Max.M allow 5.29 Reactions... @ Right 0.000 in fb 336.40 psi fv 43.50 psi Left DL 0.98 k Max 0.98 k Fb 1,002.63 psi Fv 80.50 psi Right DL 0.98 k Max 0.98k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.034 in -0.034 in Deflection 0.000 in 0.000 in ...Location 3.625 ft 3.625 ft ...Length/Deft 0.0 0.0 ' ...Length/Deft 2,583.2 2,583.20 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 30.250 Le 2.745 ft Sxx 63.281 in3 Area 33.750 in2 Cf 1.000 Rb 6.418 Cl 0.996 Max Moment Sxx Reg:d Allowable fb @ Center 1.77 k-ft 21.23 in3 1,002.63 psi @ Left Support 0.00 k-ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 1.47 k 1.47 k Area Required 18.238 in2 18.238 in2 Fv:Allowable 80.50 psi 80.50 psi ' Bearing @ Supports Max.Left Reaction 0.98 k Bearing Length Req'd 0.768 in Max.Right Reaction 0.98 k Bearing Length Req'd 0.768 in ' Title: Job# Dsgnr: Date: 8:08PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itecture\07581 358 Description Roof Framing -RB5 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:3.500x16.000 Center Span 17.25ft . .. ..Lu 1.33 ft ' Beam Width 3.500 in Left Cantilever ft . .. ..Lu 0.00 ft Beam Depth 16.000 in Right Cantilever ft . . .Lu 0.00 ft Member Type Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur.Factor 1.150 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi Full Lengh Uniform Loads ' Center DL 333.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 17.25ft,Beam Width=3.500in x Depth= 16.in,Ends are Pin-Pin ' Max Stress Ratio 0.335 : 1 Maximum Moment 12.4 k-ft Maximum Shear* 1.5 4.3 k Allowable 37.0 k-ft Allowable 18.4 k Max.Positive Moment 12,39 k-ft at 8.625 ft Shear: @ Left 2,87 k ' Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.87 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.438 in R' eactions... Max. M allow 36.98 @ Right 0.000 in fb 995.31 psi fv 76.93 psi Left DL 2.87 k Max 2.87 k Fb 2,971.54 psi Fv 327.75 psi Right DL 2.87 k Max 2.87k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.292 in -0.292 in Deflection 0.000 in 0.000 in ...Location 8.625 ft 8.625 ft ...Length/Deft 0.0 0.0 ' ...Length/Deft 708.3 708.27 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 20.444 Le 2.745 ft Sxx 149.333 in3 Area 56.000 in2 Cf 1.000 Rb 6.560 Cl 0.994 ' Max Moment Sxx Req'd Allowable fb @ Center 12.39 k-ft 50.02 in3 2,971.54 psi @ Left Support 0.00 k-ft 0.00 in3 2,990.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,990.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 4.31 k 4.31 k Area Required 13.145 in2 13.145 in2 Fv:Allowable 327.75 psi 327.75 psi Bearing @ Supports Max.Left Reaction 2.87 k Bearing Length Req'd 1.094 in Max.Right Reaction 2.87 k Bearing Length Req'd 1.094 in ' Title: Job# Dsgnr: Date: 8:08PM, 1 NOV 07 Description ' Scope Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC 02007 jobs\konstant architecture\07581 358 Description Roof Framing (Framing around fireplace)Joist- RB4 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x12 Center Span 14.00 ft . . .. .Lu 1.33 ft Beam Width 3.000 in Left Cantilever ft .. .. .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1,150 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi Full Lengh Uniform Loads ' Center DL 67.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft L ' Point Loads Dead Load 979.0lbs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ' distance 3.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft SUMMa9L___jj Beam Design OK Span= 14.00ft,Beam Width=3.000in x Depth= 11.25in,Ends are Pin-Pin Max Stress Ratio 0.684 ; 1 Maximum Moment 3.4 k-ft Maximum Shear* 1.5 1.9 k Allowable 5.3 k-ft Allowable 2.7 k ' Max.Positive Moment 3.44 k-ft at 3.864 ft Shear: @ Left 1.24 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.68 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.352 in ' Max.M allow 5.29 Reactions... @ Right 0.000 in fb 652.03 psi fv 55.03 psi Left DL 1.24 k Max 1.24 k Fb 1,002.63 psi Fv 80.50 psi Right DL 0.68 k Max 0.68k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.234 in -0.234 in Deflection 0.000 in 0.000 in ...Location 6,552 ft 6,552 ft ..Length/Dell 0.0 0.0 ...Length/Deft 716.7 716.72 Right Cantilever... Deflection 0.000 in 0.000 in Stress ...Length/Deft 0.0 0.0 ' Calcs Bending Analysis Ck 30.250 Le 2.745 ft Sxx 63.281 in3 Area 33.750 in2 Cf 1.000 Rb 6.418 Cl 0.996 Max Moment Sxx Reg'd Allowable fb @ Center 3.44 k-ft 41.15 in3 1,002.63 psi @ Left Support 0.00 k-ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 1.86 k 1.02 k Area Required 23.072 in2 12.648 in2 Fv:Allowable 80.50 psi 80.50 psi ' Bearing @ Supports Max.Left Reaction 1.24 k Bearing Length Req'd 0.971 in Max.Right Reaction 0.68 k Bearing Length Req'd 0.532 in 1�1 Title: Job# Dsgnr: Date: 8:08PM, 1 NOV 07 Description Scope Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description Roof Framing -RB6 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:3.500x16.000 Center Span 16.50 ft .. . . .Lu 1.33 ft Beam Width 3.500 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 16.000 in Right Cantilever ft . ..Lu 0.00 ft Member Type Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.150 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi Full Lengh Uniform Loads ' Center DL 860.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 16.50ft,Beam Width=3.500in x Depth=16.in,Ends are Pin-Pin ' Max Stress Ratio 0.791 : 1 Maximum Moment 29.3 k-ft Maximum Shear* 1.5 8.9 k Allowable 37.0 k-ft Allowable 18.4 k Max.Positive Moment 29,27 k-ft at 8,250 ft Shear: @ Left 7.09 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 7.09 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.948 in 1 Max.M allow 36.98 Reactions... @ Right 0.000 in fb 2,351.80 psi fv 159.64 psi Left DL 7.09 k Max 7.09 k Fb 2,971.54 psi Fv 327.75 psi Right DL 7.09 k Max 7.09 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.632 in -0.632 in Deflection 0.000 in 0.000 in ...Location 8.250 ft 8.250 ft ...Length/Deft 0.0 0.0 ' ...Length/Deft 313.4 313.37 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 20.444 Le 2.745 ft Sxx 149.333 in3 Area 56.000 in2 Cf 1.000 Rb 6.560 Cl 0.994 Max Moment Sxx Req'd Allowable fb @ Center 29.27 k-ft 118.19 in3 2,971.54 psi @ Left Support 0.00 k-ft 0.00 in3 2,990.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,990.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 8.94 k 8.94 k Area Required 27.276 in2 27.276 in2 Fv:Allowable 327.75 psi 327.75 psi ' Bearing @ Supports Max.Left Reaction 7.09 k Bearing Length Req'd 2.703 in Max.Right Reaction 7.09 k Bearing Length Req'd 2.703 in Title: Job# I 1 Dsgnr: Date: 8:08PM, 1 NOV 07 Description Scope Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itecture\07581_358 Description Roof Framing -RB7.A General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:3.500x11.250 Center Span 9.83 ft .. . . .Lu 1.33 ft 1 Beam Width 3,500 in Left Cantilever ft .. . . .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . ..Lu 0.00 ft Member Type Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.150 Fv Allow 285.0 psi 1 Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi Full Lengh Uniform Loads ' Center DL 342.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft T Summary Beam Design OK Span=9.831t,Beam Width=3.500in x Depth= 11.25in,Ends are Pin-Pin Max Stress Ratio 0.226 : 1 Maximum Moment 4.1 k-ft Maximum Shear* 1.5 2.1 k Allowable 18.3 k-ft Allowable 12.9 k Max. Positive Moment 4,13 k-ft at 4.916 ft Shear: @ Left 1,68 k ' Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.68 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.137 in ' Max.M allow 18.32 Reactions... @ Right 0.000 in fb 671.84 psi fv 52.27 psi Left DL 1.68 k Max 1.68 k Fb 2,977.43 psi Fv 327.75 psi Right DL 1.68 k Max 1.68k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.091 in -0.091 in Deflection 0.000 in 0.000 in ...Location 4.916 ft 4.916 ft ...Length/Deft 0.0 0.0 ' ...Length/Dell 1,294.3 1,294.27 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 20.444 Le 2.745 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.000 Rb 5.501 Cl 0.996 ' Max Moment Sxx Req'd Allowable fb @ Center 4.13 k-ft 16.66 in3 2,977.43 psi @ Left Support 0.00 k-ft 0.00 in3 2,990.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.06 k 2.06 k Area Required 6.279 in2 6.279 in2 Fv:Allowable 327.75 psi 327.75 psi ' Bearing @ Supports Max.Left Reaction 1.68 k Bearing Length Req'd 0.641 in Max.Right Reaction 1.68 k Bearing Length Req'd 0.641 in o' t,, � '-�� soy« L1 2.. 1 ?. .�1 'M z Soo'/� 1�Q soo 4e ' Title: Job# 1, Dsgnr: Date: 8:08PM, 1 NOV 07 Description Scope User:KW 0603874,Ver 5.1.3,22-Jun-1999,Win32 Page 1 (c)1983-99 ENERCALC General Timber Beam 02007 jobs\konstant architecture\07581 358 ' Description Roof Framing -RB7 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:3.500x14.000 Center Span 9.83 ft . . .. .Lu 1.33 ft Beam Width 3.500 in Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 14.000 in Right Cantilever ft . ... .Lu 0.00 ft ' Member Type Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur, Factor 1,150 Fv Allow 285.0 psi 1 Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi ' Full Lengh Uniform Loads Center DL 438.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary11 Beam Design OK Span=9.83ft,Beam Width=3.500in x Depth= 14.in,Ends are Pin-Pin ' Max Stress Ratio 0.187 : 1 Maximum Moment 5.3 k-ft Maximum Shear* 1.5 2.5 k Allowable 28.3 k-ft Allowable 16.1 k Max.Positive Moment 5,29 k-ft at 4,916 ft Shear: @ Left 2.15 k Max. Negative Moment 0.00 k-ft at 9.833 ft @ Right 2.15 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.091 in ' Max.M allow 28.34 Reactions... @ Right 0.000 in fb 555.60 psi fv 50.63 psi Left DL 2.15 k Max 2.15 k Fb 2,974.06 psi Fv 327.75 psi Right DL 2.15 k Max 2.15 k 'Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.061 in -0.061 in Deflection 0.000 in 0.000 in ...Location 4.916 ft 4.916 ft ...Length/Deft 0.0 0.0 ' ...Length/Deft 1,947.6 1,947.61 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Dell 0.0 0.0 Stress Calcs Bending Analysis Ck 20.444 Le 2.745 ft Sxx 114.333 in3 Area 49.000 in2 Cf 1.000 Rb 6.137 Cl 0.995 Max Moment Sxx Reo'd Allowable fb 1 @ Center 5.29 k-ft 21.36 in3 2,974.06 psi @ Left Support 0.00 k-ft 0.00 in3 2,990.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,990.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 2.48 k 2.48 k Area Required 7.569 in2 7.569 in2 Fv:Allowable 327.75 psi 327.75 psi Bearing @ Supports Max.Left Reaction 2.15 k Bearing Length Req'd 0.820 in Max.Right Reaction 2.15 k Bearing Length Req'd 0.820 in ' Title: Job# , 7 Dsgnr: Date: 8:08PM, 1 NOV 07 Description Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (e)1983-99 ENERCALc :\2007 jobs\konstant architecture\07581 358 Description Roof Framing -RB8 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:5.250x16.000 Center Span 9.83 ft . . . ..Lu 1.33 ft Beam Width 5.250 in Left Cantilever 3.83ft . .. ..Lu 0.00 ft Beam Depth 16.000 in Right Cantilever 3.86ft . . .Lu 0.00 ft Member Type Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur.Factor 1.150 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi ' Full Lengh Uniform Loads Center DL 67.00#/ft LL #/ft Left Cantilever DL 67.00#/ft LL #/ft Right Cantilever DL 67.00#/ft LL #/ft ' Point Loads Dead Load 9,247.0 Ibs 9,247.0 Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs distance -3.833 ft 13.667 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=9.83ft,Left Cant=3.83ft,Right Cant=3.86ft,Beam Width=5.250in x Depth= 16.in,Ends are Pin-Pin Max Stress Ratio 0.646 : 1 Maximum Moment -36.0 k-ft Maximum Shear` 1.5 14.1 k Allowable 55.7 k-ft Allowable 27.5 k ' Max.Positive Moment 0.00 k-ft at 0.000 ft Shear: @ Left 9.50 k Max.Negative Moment -35.95 k-ft at 9.833 ft @ Right 9.50 k Max @ Left Support -35.94 k-ft Camber: @ Left 0.632 in Max @ Right Support -35.95 k-ft @ Center 0.325 in Max.M allow 55.67 Reactions... @ Right 0.638 in fb 1,926.05 psi fv 168.15 psi Left DL 9.83 k Max 9.83 k Fb 2,982.27 psi Fv 327.75 psi Right DL 9.84 k Max 9.84 k ' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.216 in 0.216 in Deflection -0.421 in -0.421 in ' ...Location 4.916 ft 4.916 ft ...Length/Deft 218.3 218.3 ...Length/Deft 545.4 545.42 Right Cantilever... Deflection -0.425 in -0.425 in ...Length/Deft 218.0 218.0 ' Stress Calcs Bending Analysis Ck 20.444 Le 2.745 ft Sxx 224.000 in3 Area 84.000 in2 Cf 1.000 Rb 4.374 Cl 0.997 ' Max Moment Sxx Reo'd Allowable fb @ Center 0.00 k-ft 0.00 in3 2,982.27 psi @ Left Support 35.94 k-ft 144.22 in3 2,990.00 psi @ Right Support 35.95 k-ft 144.29 in3 2,990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 14.12 k 14.12 k Area Required 43.082 in2 43.096 in2 Fv:Allowable 327.75 psi 327.75 psi ' Bearing @ Supports Max.Left Reaction 9.83 k Bearing Length Req'd 2.497 in Max.Right Reaction 9.84 k Bearing Length Req'd 2.498 in Title: Job# Dsgnr: Date: 8:08PM, 1 NOV 07 Description rScope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itecture\07581 358 Description Roof Framing -RB9 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:3.500x14.000 Center Span 15.17 ft . . .. .Lu 1.33 ft ' Beam Width 3.500 in Left Cantilever ft .. .. .Lu 0.00 ft Beam Depth 14.000 in Right Cantilever 1.17ft . . .Lu 0.00 ft Member Type Truss Joist-MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.150 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi ' Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 500.00 #/ft LL @ Right #/ft End Loc 8.166 ft #2 DL @ Left 500,00 #/ft LL @ Left #/ft Start Loc 8.166 ft DL @ Right #/ft LL @ Right #/ft End Loc 16.330 ft Point Loads Dead Load 9,969.0lbs Ibs Ibs Ibs Ibs Ibs Ibs ' Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 16.333 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span=15.17ft,Right Cant= 1.17ft,Beam Width=3.500in x Depth=14.in,Ends are Pin-Pin Max Stress Ratio 0.411 : 1 Maximum Moment -11.6 k-ft Maximum Shear* 1.5 4.2 k Allowable 28.3 k-ft Allowable 16.1 k Max. Positive Moment 4.51 k-ft at 6.054 ft Shear: @ Left 1.12 k Max.Negative Moment -11.64 k-ft at 15.167 ft @ Right 10.01 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in ' Max @ Right Support -11.64 k-ft @ Center 0.112 in Max. M allow 28.34 Reactions... @ Right 0.029 in fb 1,221.68 psi fv 85.91 psi Left DL 1.12 k Max 1.12 k Fb 2,974.06 psi Fv 327.75 psi Right DL 12.93 k Max 12.93 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.075 in -0.075 in Deflection 0.000 in 0.000 in ...Location 6.054 ft 6.054 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,436.7 2,436.72 Right Cantilever... Deflection -0.019 in -0.019 in ...Length/Deft 1,441.0 1,441.0 Stress Calcs Bending Analysis Ck 20.444 Le 2.745 ft Sxx 114,333 in3 Area 49.000 in2 ' Cf 1.000 Rb 6.137 Cl 0.995 Max Moment Sxx Req'd Allowable fb @ Center 4.51 k-ft 18.18 in3 2,974.06 psi @ Left Support 0.00 k-ft 0.00 in3 2,990.00 psi @ Right Support 11.64 k-ft 46.72 in3 2,990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.62 k 4.21 k Area Required 4.946 in2 12.844 in2 Fv:Allowable 327.75 psi 327.75 psi Bearing @ Supports Max.Left Reaction 1.12 k Bearing Length Req'd 0.426 in Max.Right Reaction 12.93 k Bearing Length Req'd 4.927 in U4 kS` J 4' r -- �', = 70R�4 �zIL � \ w 1 r , 1 r Ili ! LVL. 1 %� � (�11�(c�,�.4,4a ���.- :�,/ �/� x lei P� ✓_ 1 ' Title: Job# ` Dsgnr: Date: 8:08PM, 1 NOV 07 Description Scope: Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC 02007 jobs\konstant arch itecture\07581_358 Description Roof Framing -RB10 optional General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 11.13X14 Center Span 11.58 ft . .. ..Lu 1.33 ft Beam Width 11.130 in Left Cantilever ft . . . ..Lu 0.00 ft Beam Depth 14.000 in Right Cantilever 5.25ft ..Lu 1.33 ft Member Type Truss Joist-MacMillan,Microl-am 1.9 E Fb Base Allow 2,600.0 psi Load Dur,Factor 1,150 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 500.00 #/ft LL @ Right #/ft End Loc 8.166 ft #2 DL @ Left 500,00 #/ft LL @ Left #/ft Start Loc 8.166 ft ' DL @ Right #/ft LL @ Right #/ft End Loc 16.330 ft Point Loads Dead Load 9,969.0lbs Ibs Ibs Ibs Ibs Ibs Ibs ' Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 16.333 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span= 11.58ft,Right Cant=5.25ft,Beam Width=11.130in x Depth=14.in,Ends are Pin-Pin Max Stress Ratio 0.535 : 1 Maximum Moment -48.4 k-ft Maximum Shear* 1.5 15.5 k ' Allowable 90.5 k-ft Allowable 51.1 k Max.Positive Moment 0.00 k-ft at 0.000 ft Shear: @ Left 2.88 k Max.Negative Moment -48.44 k-ft at 11.583 ft @ Right 10.64 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in ' Max @ Right Support -48.44 k-ft @ Center 0.183 in Max.M allow 90.55 Reactions... @ Right 0.676 in fb 1,598.92 psi fv 99.76 psi Left DL -2.88 k Max -2.88 k ' Fb 2,9118,55 psi Fv 327.75 psi Right DL 16.94 k Max 16.94 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.122 in 0.122 in Deflection 0.000 in 0.000 in ...Location 6.896 ft 6.896 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,136.8 1,136.84 Right Cantilever... Deflection -0.451 in -0.451 in ...Length/Deft 279.5 279.5 Stress Calcs Bending Analysis Ck 20,444 Le 2,745 ft Sxx 363.580 in3 Area 151,820 in2 ' Cf 1.000 Rb 1.930 Cl 1.000 Max Moment Sxx Req'd Allowable fb @ Center 0.00 k-ft 0.00 in3 2,988.55 psi @ Left Support 0.00 k-ft 0.00 in3 2,990.00 psi @ Right Support 48.44 k-ft 194.52 in3 2,988.55 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.38 k 15.54 k Area Required 13.379 in2 47.429 in2 ' Fv:Allowable 327.75 psi 327.75 psi Bearing @ Supports Max. Left Reaction -2.88 k Bearing Length Req'd 0.345 in Max.Right Reaction 16.94 k Bearing Length Req'd 2.029 in ' Title: Job# )i ` Dsgnr: Date: 8:08PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0803874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itecture\07581 358 Description Roof Framing Plan (RB10) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : MC13X35 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 11.58 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 5.25 ft Lu:Unbraced Length 1.33 ft Trapezoidal Loads #1 DL @ Left LL @ Left ST @ Left k/ft Start ft DL @ Right 0.500 LL @ Right ST @ Right k/ft End 8.416 ft ' #2 DL @ Left 0.500 LL @ Left ST @ Left k/ft Start 8.416 ft DL @ Right LL @ Right ST @ Right k/ft End 16.833 ft 'Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 9.969 k Live Load k Short Term k ' Location 16.833 ft Summary Beam OK Static Load Case Governs Stress Using:MC13X35 section,Span= 11.58ft, Fy=36.Oksi,Left Cant.=O.00ft, Right Cant.=5.25ft End Fixity= Pinned-Pinned,Lu= 1.33ft,LDF= 1.000 Actual Allowable Moment 54.252 k-ft 69.785 k-ft Max.Deflection 0.348 in ' fb: Bending Stress 16.792 ksi 21.600 ksi Length/DL Defl 361.7 : 1 fb/Fb 0.777 :1 Length/(DL+LL Defl) 361.7 : 1 Shear 10.948 k 83.678 k fv:Shear StresE 1.884 ksi 14.400 ksi fv/Fv 0.131 :1 Force & Stress Summary <- These columns are Dead+Live Load placed as noted » ' DL LL LL+ST LL LL+ST Maximum Only (a)Center Center Cants Cants Max.M+ 54.25 k-ft k-ft Max. M- -54.25 k-ft Max.M @ Left k-ft Max.M @ Right -54.25 k-ft Shear @ Left 3.21 k 3.21 k Shear @ Right 10.95 k 10.95 k Center Defl. 0.091 in 0.091 0.000 0.091 0.000 0.091 in Left Cant Defl 0.000 in 0,000 0,000 0,000 0,000 0,000 in Right Cant Defl 0.348 in -0.348 0.000 -0.348 0.000 -0.348 in ' ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left -3.21 -3.21 -3.21 -3.21 k Reaction @ Rt 17.97 17.97 17.97 17.97 k Fa calc'd per 1.5-1,K*L/r<Cc Section Properties MC13X35 Depth 13.000 in Weight 34.99#/ft r-xx 4.946 in Width 4.072in I-xx 252.00 in4 r-yy 1.093 in Web Thick 0.447 in I-yy 12.30 in4 Flange Thickness 0.610 in S-xx 38.769 in3 Area 10.30 in2 S-yy 3.978 in3 r r 1 r � t 1 r 1 ' Title: Job# ' Dsgnr: Date: 8:08PM, 1 NOV 07 Description Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Timber Column Design :\2 Page 1 (c)1983-99 ENERCALC y007 jobs\konstant arch 358 t Description Roof Framing-6X6 Post ' General Information _! _ Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 6x6 Total Column Height 9.00 ft Le XX for Axial 9.00 ftw Rectangular Column Load Duration Factor 1.00 Le YY for Axial 9.00 ft ' Column Depth 5.50 in Fc 825.00 psi Lu XX for Bending 9.00 ft Width 5.50in Fb 1,350.00 psi Sawn E-Elastic Modulus 1,500 ksi ' Southern Pine(Wet),No.1 SR Loads Dead Load Live Load Short Term Load ' Axial Load 19,800.00lbs 0.00 Ibs 0.00 Ibs Eccentricity 0.000in Summary ' Column OK Using : 6x6, Width= 5.50in, Depth= 5.50in, Total Column Ht= 9.00ft DL+LL DL+LL+ST DL+ST ' fc:Compression 654.55 psi 654.55 psi 654.55 psi Fc:Allowable 656.32 psi 656.32 psi 656.32 psi fbx :Flexural 0.00 psi 0.00 psi 0.00 psi ' F'bx:Allowable 1,350.00 psi 1,350.00 psi 1,350.00 psi Interaction Value 0.9973 0.9973 0.9973 Stress Details ' Fc:X-X 656.32 psi Max k*Lu/d 50.00 Fc:Y-Y 656.32 psi Actual k*Lu/d 28.61 F'c:Allowable 656.32 psi Min.Allow k*Lu/d 11.00 F'c:Allow*Load Dur Factor 656.32 psi Cf:Bending 1.000 F'bx 1,350.00 psi Rb:(Le d/bA2)A.5 6.011 F'bx*Load Duration Factor 1,350.00 psi Cf:Axial 1.000 ' Axial X-X k Lu/d 19.64 Axial Y-Y k Lu/d 19.64 t t COLUMNS 1 22 Allowable Axial Loads (Ibs) for 1.3E TimberStrand.® LSL Connection Effective Column Size Type Column 31/2"x 31/2"' 31/2"x 43/a" 31/2"x 51/2" 31/2"x 11/V 31/2 x 85/6° I ength 100% 115% 125% 100% 115% 125% 100% 115% 125% 100°G 115% 125% 1000 9 115% 125% 3' 1 7, 12,140 13,040 13,425 15,175 16,300 16,875 19,075 20,490 22,245 25,145 27,010 26,465 29,910 32,135 4' ,785 85 10,880 11,565 12,230 13,605 14,455 15,375 17,100 18,170 20,210 22,540 23,950 24,115 26,815 28,495 5' 8,605 9,365 9,810 10,755 11,705 12,260 13,520 14,715 15,415 17,825 19,395 20,320 21,205 23,075 24,175 6' 7,320 7,800 8,075 9,155 9,755 10,095 11505 12 260 12 Steel and ,690 15,170 16,160 16,730 18,045 19,230 19,905 Column 1� 6,130 6,445 6,620 7,665 8,055 8,275 9,635 10,125 10,405 12,700 13,350 13,715 15,110 15,880 16,315 Bearing 8' 5,140 5,355 5,475 6,425 6,695 6,845 8,075 8,415 8,610 10,645 11,090 11,345 12,665 13,195 13,500 9' 4T 340 4,500 4,585 5,430 5,620 5,735 6,825 7,070 7,210 8,995 9,315 9,500 10,700 11,085 11,305 ,705 3,82D 3,890 4,630 4,775 4,860 5,820 6,005 6,110 7,675 7,915 8,055 9,130 9,415 9,580 ,715 2,845 2,885 3,470 3,555 3,610 4,360 4,410 4,535 5,750 5,895 5,980 6,840 1,015 7,115 ,150 2,195 2,220 2,685 2.745 2,775 3,380 3,450 3,490 4,455 4,550 4,600 5,295 5,410 5,475 ,425 5,425 5,425 6,650 6,650 6,650 8,225 8,225 8,225 10,675 10, 775 10,675 12,600 12,600 12,600 ,140 5,355 5,425 6,425 6,650 6,650 8,075 8,225 8,225 10,645 10,675 10,615 12,600 12,600 12,600 340 4,500 4,585 5,430 5,620 5,735 6,825 7,070 7,210 8,995 9,315 9,500 10,700 11,085 11,305 ,705 3,820 3,890 4,630 4,755 4,860 5,820 6,005 6,110 7,615 7,915 8,055 9,130 9,415 9,580 ,775 2,845 2,885 3,470 3,555 3,610 4,360 4,470 4,535 5750 58 55 5,980 6,840 7,015 7,115 150 2,195 2,220 2.685 2,745 2,775 3,380 3.450 3,490 4,455 4,550 4,600 5,295 5 410T 5,475 (1)See connection details below. Allowable Axial Loads (Ibs) for 1.8E Parallam® PSL Con yepction Effective + r ColOinn Sae g lip 100%3/115%/2,1159 1,00 T` e5 Colum t 3�/2'x:1" 51/a'x 5�/a'. 5y°x 1" 1"x 1" L8n t %r F115% 125%; 100% 115% 125% 100% 115% 125% 100% 115°� 125% 10,5 11,202 11,551 15 891 16 804 17326 21,196 22,405 23,101 33,300 36,685 38;743 E7' y .8,140 , 91'43 ,`T375 13,111 13115',14 Oti3. 174'81 18751': 30',016; 32 551' 34,041 7,270 7,553 7,716 10 905 11330 11574 14,539 15,106 15 432 26,655 28,499 29,565 35,540 31,998 39,420 6323 '6'441 9,173 -:9484 19,662 ,12231' 24,845.`25,631 31;312 33,121 34,175 10' 5,203 5,359 5,449 7,805 8,039 8173 10,407 10,718 10,897 20,667 21,703 22,300 27,556 28,937 29,733 Stei l and 12 3$83 ' 3 9X9 4 q33 5 82� 5 969 S 050 I;7,70, 7 95,9 ,8 06..;16,166 16;810r 17,180 21,555 22,413 22,907 Column BeanngN� 14'4, 3,003 3,064 3,099 4,504 4,596 4,649 6,005 6129 6,199 12,893 13,320 13,566 17,190 17,760 18,088 34,168 35,796 36,736 10;483 10782 .10,952 13,977 14,315 14,603 28,498 29,648 30,312 ?18 8,613 8,890 9,013 11,565 11,853 12,018 24,027 24,871 25,356 7,286 7,447 7,540 9,715 9,930 10,053 20,481 21,118 21,484 24t t 11,638 18,131 18,413 15,333 15,722 15,944 ' General Note s ■ Tables are based on: ' Solid,one-piece column members used in dry-service conditions. - Bracing in both directions at column ends. Top or Bottom Plate Connection - 425 psi for plate bearing. - NDS®2001. Allowable loads accommodate axial loads only with V6 column width/thickness eccentricity. For column allowable design stresses see page 5. Two 16d(NI common nails for 1 every 13/4"of column width,nailed through the plate into the column , 42 Level Trus Joist®Beam,Header,and Column Specifier's Guide TJ-9000 May 2006 Title: Job# Dsgnr: Date: 8:08PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Column Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itecture\07581 358 Description Roof Framing Plan (Y dia. std. steel pipe col) ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section P3STD Fy 36.00 ksi X-X Sidesway: Restrained Duration Factor 1.330 Y-Y Sidesway: Restrained Column Height 9.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 9.000 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 9.000 ft Kyy 1.000 ' Loads Axial Load... Dead Load 30.75 k Ecc.for X-X Axis Moments in ' Live Load k Ecc.for Y-Y Axis Moments in Short Term Load k SummagL___jj Column Design OK ' Section : P3STD, Height= 9.00ft,Axial Loads: DL= 30.75, LL= 0.00, ST= 0.00k, Ecc.= 0.000in Unbraced Lengths: X-X= 9.00ft, Y-Y= 9.00ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) ' AISC Formula H1 -1 0.9943 0.9943 0.7476 AISC Formula H1 -2 0.6384 0.6384 0.4800 AISC Formula H1 -3 ' XX Axis : Fa calc'd per 1.5-1, K*L/r<Cc YY Axis : Fa calc'd per 1.5-1, K*L/r< Cc Stresses ' Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 13.87 ksi 0.00 ksi 13.87 ksi 18.44 ksi fa:Actual 13.79 ksi 0.00 ksi 13.79 ksi 13.79 ksi Fb:xx:Allow F3.1 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi fb:xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy:Allow[F3.1] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi ' fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values ' F'ex:DL+LL 17,338 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.75 F'ey:DL+LL 17,338 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.75 F'ex: DL+LL+ST 23,060 psi Cm:x DL+LL+ST 0,60 Cb:x DL+LL+ST 1,75 F'ey:DL+LL+ST 23,060 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.75 Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Section Properties P3STD Diamet 3.50 in Weight 7.57#/ft I-xx 3.02 in4 ' Area 2.23 in2 I-yy 3.02 in4 S-xx 1.726 in3 Thickness 0.216 in S-yy 1.726 in3 r-xx 1.164 in r-yy 1.164 in � 1�� � Z 1 1 N 1 1 1 1 1 1 1 1� 1 .� 2 � 1 1 1 1 1 N 1 1 1 1 1 1 1 �� 1 b b <�PZoo • (3)2x10 (3)2x10 (3)2x10 (3)2x 00 (3)2x10 _N I O O(_N� ON_ ON 0 ® ' 3 I/2x9 1/4 PSL ® ' 3 1/2x9 1/4 P5L ® ' g IN FLOOR CONSTRUCTION r IN FLOOR CONSTRUCTION o_� 1 X— AA X W X W N r k%tk\ U 3'-3' r'v 7ABOVE 2x10 (3)2x10 (3)2x10P05T (3)2xb P05T (3)2x6 POST (POSTPOST FROM POST FROM (3)2xb ABOVE ry Y ' LC Rio o Ec o`a o;o o'o o® O® O (2)51MFSON PA135 m m m FURLIN ANCHORS SIMP50N PAI35 IN ANC I (2)(2) HORS S EACH 51DE(TYP) EACH SIDE HORS BOND BEAM W/(2)#5 s� °'b I BOND BEAM W/(2)k5 GONT.REINF.BARS PV 3'0IA.STD. A Y CONT.REINF.BARS W/ H.D.LADDER TIES REINF. In 5TL.LIFE CAL �C+/8 g S H.P.LADDER TIES REINF. TYP.BEARING IN 5584 WALL .A p p O l'�x x 4 OZ o C OZ 9 n= d. n b+be m p O +bQ� 3XIO ® 0 D.F.No.l 3XIO 2 2x10 J 3XIO D.F.No.l BLOGKIN6 Q I O �1 0 CA a ✓ 0 3XIO m CO m 3XIO VX0,vl.a 3XIO D.F.o DF.No.l z u u D.F.No.I®Ib'o.c. s s -16"oa. ®16°o.c. �- 3XIO 3XI0 DF.No.l 3XIO (2)2xI0 +6 y +6P A BLOGKING� A� O o O� . 1. y cr �^ m LL V cv� ' — —BL— — — y — — a m ® •p�P Q�Q� T x2x3 ' (2)2x10 TYP. BOND BEAM W/(2)#5 (2)2x10 BEARING 3°DIA.STD. b-5' 4-10' BOND BEAM W/(2#5 CONT.REINF.BARS NU j I BLOCKING WALL 5TL.PIPE COL. CONT.REINF.BARS VV D.LADDER TIES REINF. I BEARING I HD.LADDER TIES REINF. (2)SIMPSON PAI35 WALL I (2)SIMPSON PAI35 PURLIN ANCHORS FURLIN ANCHORS EACH SIDE(TYP) ? o o EACH SIDE(TYP) A x ® X X m .d � FROM A COLUMN FROM ABOVE ABOVE (3)2x10 (3)2x!O (3)2x10 3)2x10 (3)2x10 (3)2x10 ryU' A ryU , ryJ(3)2x10 ( xIO (3)2x10 (3�2�2xIO la (3)2xi0 O�� 4,75� T S� l�s� i ATTIG FRAMING PLAN 1.3 SCALE: 1/4'=1'-0' NOTE: 1)ALL DIMENSIONAL LUMBER HEADER5/BEAM5 ARE TO HAVE MIN. (2)2x POST EACH END.(U.N.0) 2)ALL ENGINEERED LUMBER HEADER5/BEAMS ARE TO HAVE MIN. (3)2x P65T EACH END.(U.N.0) 3)2x HEADERS ARE TO HAVE 2 LAYERS OF 1/2'PLYWOOD. S ! 10©�r Lem1 1 ; i 1 1 t 1 r I � r t r � r r t 1 � 1 i t 1 �� 202 ' Title: Job# Dsgnr: Date: 8:09PM, 1 NOV 07 Description rScope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itecture\07581 358 Description Attic Framing-Typ. Floor Joist Design General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3x10 Center Span 19.75 ft . . .. .Lu 0.00 ft ' Beam Width 2.500 in Left Cantilever ft . . .. .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .. .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,000.0 psi Load Dur.Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,700.0 ksi Full Lengh Uniform Loads ' Center DL 73.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary Beam Design OK Span=19.75ft,Beam Width=2.500in x Depth=9.25in, Ends are Pin-Pin ' Max Stress Ratio 0.947 : 1 Maximum Moment 3.6 k-ft Maximum Shear* 1.5 1.1 k Allowable 3.8 k-ft Allowable 2.2 k Max.Positive Moment 3,56 k-ft at 9.875 ft Shear: @ Left 0.72 k ' Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.72 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 1.337 in ' Max.M allow 3.76 Reactions... @ Right 0.000 in fb 1,198.05 psi fv 46.76 psi Left DL 0.72 k Max 0.72 k Fb 1,265.00 psi Fv 95.00 psi Right DL 0.72 k Max 0.72k Deflections r Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.892 in -0.892 in Deflection 0.000 in 0.000 in ...Location 9.875 ft 9.875 ft ...Length/Deft 0.0 0.0 ' ...Length/Deft 265.8 265.84 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 33.438 Le 0.000 ft Sxx 35.651 in3 Area 23.125 in2 Cf 1.100 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb ' @ Center 3.56 k-ft 33.76 in3 1,265.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,265.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,265.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 1.08 k 1.08 k Area Required 11.382 in2 11.382 in2 Fv:Allowable 95.00 psi 95.00 psi r Bearing @ Supports Max.Left Reaction 0.72 k Bearing Length Req'd 0.461 in Max. Right Reaction 0.72 k Bearing Length Req'd 0.461 in r v 2©3 Title: Job# Dsgnr: Date: 8:09PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itecture\07581 358 Description Attic Framing-Typ. Floor Joist Design (LL deflection) ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3x10 Center Span 19.75 ft .. . ..Lu 0.00 ft ' Beam Width 2.500 in Left Cantilever ft .. . . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ..Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Repetitive Member E 1,700.0 ksi ' Full Lengh Uniform Loads Center DL 53.30#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary I Beam Design OK Span= 19.75ft,Beam Width=2.500in x Depth=9.25in,Ends are Pin-Pin ' Max Stress Ratio 0.691 : 1 Maximum Moment 2.6 k-ft Maximum Shear 1.5 0.8 k Allowable 3.8 k-ft Allowable 2.2 k Max.Positive Moment 2.60 k-ft at 9.875 ft Shear: @ Left 0.53 k Max.Negative Moment 0.00 k-ft at 19.750 ft @ Right 0.53 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.976 in ' Max.M allow 3.76 Reactions... @ Right 0.000 in fb 874.74 psi fv 34.14 psi Left DL 0.53 k Max 0.53 k Fb 1,265.00 psi Fv 95.00 psi Right DL 0.53 k Max 0.53 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.651 in -0.651 in Deflection 0.000 in 0.000 in ...Location 9.875 ft 9.875 ft ...Length/Deft 0.0 0.0 ...Length/Defl 364.1 364.09 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 33.438 Le 0.000 ft Sxx 35.651 in3 Area 23.125 in2 Cf 1.100 Rb 0.000 Cl 0.000 Max Moment Sxx Reg d Allowable fb @ Center 2.60 k-ft 24.65 in3 1,265.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,265.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,265.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 0.79 k 0.79 k Area Required 8.311 in2 8.311 in2 Fv:Allowable 95.00 psi 95.00 psi ' Bearing @ Supports Max.Left Reaction 0.53 k Bearing Length Req'd 0.337 in Max.Right Reaction 0.53 k Bearing Length Req'd 0.337 in t Lot- 1 1 F-►0 y-q 04 i 601b ' 6 bCbk 3xlo p,�, �o t c�1 ion` 1 �g3 2 4 ' 2oS Title: Job# Dsgnr: Date: 8:09PM, 1 NOV 07 Description ' Scope: Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC 02007 jobs\konstant architecture\07581 358 Description Attic Framing-AB1 ' General information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3x10 Center Span 9.83 ft . . . . .Lu 1.33 ft ' Beam Width 2.500 in Left Cantilever ft . . .. .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.000 Fv Allow 95.0 psi ' Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi Full Lengh Uniform Loads Center DL 143.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft i ' Summary Beam Design OK 9 � Span=9.83ft,Beam Width=2.500in x Depth=9.25in, Ends are Pin-Pin Max Stress Ratio 0.531 : 1 Maximum Moment 1.7 k-ft Maximum Shear* 1.5 1.1 k Allowable 3.3 k-ft Allowable 2.2 k Max.Positive Moment 1,73 k-ft at 4.916 ft Shear: @ Left 0.70 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.70 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.161 in Max. M allow 3.26 Reactions... @ Right 0.000 in fb 581.74 psi fv 45.60 psi Left DL 0.70 k Max 0.70 k Fb 1,095.76 psi Fv 95.00 psi Right DL 0.70 k Max 0.70k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.107 in -0.107 in Deflection 0.000 in 0.000 in ...Location 4.916 ft 4.916 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,099.6 1,099.64 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 33.438 Le 2.745 ft Sxx 35.651 in3 Area 23.125 in2 Cf 1.100 Rb 6.983 Cl 0.996 ' Max Moment Sxx Req'd Allowable fb @ Center 1.73 k-ft 18.93 in3 1,095.76 psi @ Left Support 0.00 k-ft 0.00 in3 1,100.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,100.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 1.05 k 1.05 k Area Required 11.101 in2 11.101 in2 Fv:Allowable 95.00 psi 95.00 psi Bearing @ Supports Max.Left Reaction 0.70 k Bearing Length Req'd 0.450 in Max.Right Reaction 0.70 k Bearing Length Req'd 0.450 in r ' Title: Job# lc>16 Dsgnr: Date: 8:09PM, 1 NOV 07 Description ' Scope Rev: 510300 A User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Multi-Span Timber Beam Page 1 M ' (c)1983-99 ENERCALC Y�\2007 1 obs\konstant architecturek07581 358 Description Attic Framing Plan -AB2 ' General Information Douglas Fir-Larch,No.1 Fb:Basic Allow 1,000.0 psi Elastic Modulus 1,700.0 ksi Spans Considered Continuous Over Support Fv:Basic Allow 95.0 psi Load Duration Factor 1,000 ' Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description span#1 span#2 span#3 Span ft 4.75 9.83 4.75 Timber Section 3x10 3x10 3x10 Beam Width in 2.500 2.500 2.500 Beam Depth in 9.250 9.250 9.250 End Fixity Pin-Pin Pin-Pin Pin-Pin Le: Unbraced Length ft 1.33 1.33 1.33 Member Type Sawn Sawn Sawn Loads ' Live Load Used This Span? Yes Yes Yes Dead Load #/ft 98.00 98.00 98.00 Live Load #/ft ' Point#1 Dead Load Ibs 704.00 Live Load Ibs @ X ft 1.000 Point#2 Dead Load Ibs 704.00 Live Load Ibs @ X ft 8.833 Results Mmax @ Cntr in-k 0.0 8.9 0.0 ' @ X= ft 0,00 4,91 4,75 Max @ Left End in-k 0.0 -13.7 -13.7 Max @ Right End in-k -13.7 -13.7 0.0 fb:Actual psi 384.4 384.4 384.3 ' Fb:Allowable psi 1,095.8 1,095.8 1,095.8 Bending OK Bending OK Bending OK Shear @ Left k 0.01 1.19 0.47 Shear @ Right k 0.47 1.19 0.01 fv:Actual psi 25.7 72.3 25.9 Fv:Allowable psi 95.0 95.0 95.0 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k -0.01 1.66 1.66 LL @ Left k 0.00 0.00 0.00 Total @ Left k -0.01 1.66 1.66 DL @ Right k 1,66 1,66 -0.01 LL @ Right k 0.00 0.00 0.00 Total @ Right k 1.66 1.66 -0.01 Max.Deflection in 0.006 -0.040 0.006 @ X= ft 2.98 4.91 1.77 ' Query Values Location ft 0.00 0.00 0.00 Moment in-k 0.0 -13.7 -13.7 Shear Ibs -0.0 1.2 0.5 Deflection in 0.0000 0.0000 0.0000 20 Title: Job# Dsgnr: Date: 8:09PM, 1 NOV 07 Description Scope: Rev: 510300 User:KW-0603874,Ver 5A.3,22-Jun-1999,Win32 General Timber Beam Y� 1 Page 1 (c)1983-99 ENERCALC \2007 obs\konstant architecture\07581 358 Description Attic Framing-AB3 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3x10 Center Span 7.08 ft . . ..Lu 1.33 ft Beam Width 2,500 in Left Cantilever ft . .. ..Lu 0.00 ft ' Beam Depth 9.250 in Right Cantilever ft . .. . .Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.1 Fb Base Allow 1,000.0 psi Load Dur.Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,700.0 ksi ' Full Lengh Uniform Loads Center DL 395.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=7.08ft,Beam Width=2.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.761 : 1 Maximum Moment 2.5 k-ft Maximum Shear* 1.5 1.6 k Allowable 3.3 k-ft Allowable 2.2 k Max.Positive Moment 2.48 k-ft at 3.541 ft Shear: @ Left 1.40 k ' Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.40 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.120 in ' Max.M allow 3.26 Reactions... @ Right 0.000 in fb 833.78 psi fv 71.14 psi Left DL 1.40 k Max 1.40 k Fb 1,095.76 psi Fv 95.00 psi Right DL 1.40 k Max 1.40k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.080 in -0.080 in Deflection 0.000 in 0.000 in ...Location 3.541 ft 3.541 ft ...Length/Dell 0.0 0.0 ' ...Length/Deft 1,065.1 1,065.11 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Dell 0.0 0.0 Stress Calcs ' Bending Analysis Ck 33.438 Le 2.745 ft Sxx 35.651 in3 Area 23.125 in2 Cf 1.100 Rb 6.983 Cl 0.996 ' Max Moment Sxx Reg:d Allowable fb @ Center 2.48 k-ft 27.13 in3 1,095.76 psi @ Left Support 0.00 k-ft 0.00 in3 1,100.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,100.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 1.65 k 1.65 k Area Required 17.317 in2 17.317 in2 Fv:Allowable 95.00 psi 95.00 psi Bearing @ Supports Max.Left Reaction 1.40 k Bearing Length Req'd 0.895 in Max. Right Reaction 1.40 k Bearing Length Req'd 0.895 in 2 1 L _ 2-0 IF I 2®q Title: Job# Dsgnr: Date: 8:09PM, 1 NOV 07 Description 1 Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581_358 Description Attic Framing Plan-A134 ' General information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : TS8X2X3/8 Fy 46.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 20.17 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu: Unbraced Length 1.33 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.097 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 0.700 0.700 k Live Load k Short Term k Location 5.333 14.833 ft Summary Beam OK ' Static Load Case Governs Stress Using:TS8X2X3/8 section,Span=20.17ft, Fy=46.Oksi End Fixity= Pinned-Pinned,Lu=1.33ft, LDF=1.000 Actual Allowable Moment 9.801 k-ft 23.057 k-ft Max.Deflection -0.638 in ' fb: Bending Stress 11.732 ksi 27.600 ksi fb/Fb 0.425 :1 Length/DL Defl 379.5 : 1 Length/(DL+LL Defl) 379.5 : 1 Shear 1.904 k 55.200 k fv:Shear Stres: 0.317 ksi 18.400 ksi 1 fv/Fv 0.017 : 1 Force &Stress Summary ' «--These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center (a)Center Cants R Cants Max.M+ 9.80 k-ft 9.80 k-ft 1 Max. M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 1.90 k 1.90 k ' Shear @ Right 1.90 k 1.90 k Center Defl. -0.638 in -0.638 0.000 -0.638 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ' ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 1.90 1.90 1.90 k Reaction @ Rt 1.90 1.90 1.90 k ' Box Section fails 1.5.1.4.4 with Depth>6"Tf Section Properties TS8X2X3/8 Depth 8.000 in Weight 22.35#/ft r-xx 2.469 in Width 2.00Oin I-xx 40.10 in4 r-yy 0.765 in Thickness 0.375 in I-yy 3.85 in4 S-xx 10.025 in3 Area 6.58 in2 S-yy 3.850 in3 r ' Title: Job# 1v Dsgnr: Date: 8:09PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description Attic Framing Plan-AB5 ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : TS8X4X3/8 Fy 46.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 20.17 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.33 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0,138 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft ' Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 0.700 0.700 k Live Load k ' Short Term k Location 5.333 14.833 ft Summary Beam OK Static Load Case Governs Stress Using:TS8X4X3/8 section,Span=20.17ft, Fy=46.Oksi End Fixity= Pinned-Pinned,Lu= 1.33ft,LDF=1.000 Actual Allowable Moment 12.144 k-ft 35.592 k-ft Max.Deflection -0.509 in ' fb:Bending Stress 9.417 ksi 27.600 ksi fb/Fb 0.341 : 1 Length/DL Defl 475.8 : 1 Length/(DL+LL Defl) 475.8 : 1 Shear 2.368 k 55.200 k fv:Shear Stres: 0.395 ksi 18.400 ksi fv/Fv 0.021 : 1 Force & Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only- (aD Center Center Cants Cants Max.M+ 12.14 k-ft 12.14 k-ft ' Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 2.37 k 2.37 k ' Shear @ Right 2.37 k 2.37 k Center Defl. -0.509 in -0.509 0.000 -0.509 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.37 2.37 2.37 k Reaction @ Rt 2.37 2.37 2.37 k ' Box Section fails 1.5.1.4.4 with Depth>6"Tf Section Properties TS8X4X3/8 Depth 8.000 in Weight 27.45#/ft r-xx 2.768 in ' Width 4.000in I-xx 61.90 in4 r-yy 1.597 in Thickness 0.375 in I-yy 20.60 in4 S-xx 15.475 in3 Area 8.08 in2 S-yy 10.300 in3 Title: Job# Dsgnr: Date: 8:09PM, 1 NOV 07 Description Scope [�o 510300:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber BeamPage 1 983-99 ENERCALC y:\2007 jobs\konstant architecture\07581_358 Description Attic Framing Plan -AB6 ' General Information Calculations are designed to.1997 NDS and 1997 UBC Requirements Section Name 2-2x10 Center Span 3.00 ft .. . . .Lu 3.00 ft ' Beam Width 3.000 in Left Cantilever ft .. .. .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.000 Fv Allow 70.0 psi ! Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi Full Lengh Uniform Loads Center DL 99.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary Beam Design OK Span=3.00ft,Beam Width=3.000in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.115 : 1 Maximum Moment 0.1 k-ft Maximum Shear 1.5 0.2 k Allowable 3.4 k-ft Allowable 1.9 k ' Max.Positive Moment 0.11 k-ft at 1,500 ft Shear: @ Left 0,15 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.15 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.001 in lMax. M M allow 3.41 Reactions... @ Right 0.000 in i ! fb 31.24 psi fv 8.03 psi Left DL 0.15 k Max 0.15 k Fb 956.05 psi Fv 70.00 psi Right DL 0.15 k Max 0.15 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.001 in -0.001 in Deflection 0.000 in 0.000 in ...Location 1.500 ft 1.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 55,271.9 55,271.89 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 32.440 Le 6.178 ft Sxx 42.781 in3 Area 27.750 in2 Cf 1.100 Rb 8.730 Cl 0.993 Max Moment Sxx Req'd Allowable fb @ Center 0.11 k-ft 1.40 in3 956.05 psi @ Left Support 0.00 k-ft 0.00 in3 962.50 psi @ Right Support 0.00 k-ft 0.00 in3 962.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.22 k 0.22 k Area Required 3.182 in2 3.182 in2 Fv:Allowable 70.00 psi 70.00 psi ' Bearing @ Supports Max.Left Reaction 0.15 k Bearing Length Req'd 0.116 in Max.Right Reaction 0.15 k Bearing Length Req'd 0.116 in -21 w= 1'S-1 irt I Q� lbra5� 1►JZ - 2p��� ,� SSps - �aJ�-�<` aa. l o` N SPsx2�g/2i � �ea_b4c o 2 z C � 2-so?-, t l Title: Job# 2A Dsgnr: Date: 8:09PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 General Timber Beam Page- 1 (c)1983-99 ENERCALC \2��7 obs\konstant architecture\07581 358 Description Attic Framing Plan -A67 Y 1 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x10 Center Span 3.83 ft . .. ..Lu 3.83 ft Beam Width 3,000 in Left Cantilever ft . .. ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . ..Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 415.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=3.83ft,Beam Width=3.00Oin x Depth=9.25in,Ends are Pin-Pin ' Max Stress Ratio 0.614 : 1 Maximum Moment 0.8 k-ft Maximum Shear* 1.5 1.2 k Allowable 3.4 k-ft Allowable 1.9 k ' Max.Positive Moment 0.76 k-ft at 1,916 ft Shear: @ Left 0.80 k Max.Negative Moment 0.00 k-ft at 3.833 ft @ Right 0.80 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.011 in ' Max. M allow 3.40 Reactions... @ Right 0.000 in fb 213.78 psi fv 42.99 psi Left DL 0.80 k Max 0.80 k Fb 953.98 psi Fv 70.00 psi Right DL 0.80 k Max 0.80 k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.007 in -0.007 in Deflection 0.000 in 0.000 in ...Location 1.916 ft 1.916 ft ...Length/Deft 0.0 0.0 ' ...Length/Deft 6,321.8 6,321.77 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 32.440 Le 7.893 ft Sxx 42.781 in3 Area 27.750 in2 Cf 1.100 Rb 9.868 Cl 0.991 Max Moment Sxx Req'd Allowable fb @ Center 0.76 k-ft 9.59 in3 953.98 psi @ Left Support 0.00 k-ft 0.00 in3 962.50 psi @ Right Support 0.00 k-ft 0.00 in3 962.50 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 1.19 k 1.19 k Area Required 17.043 in2 17.043 in2 Fv:Allowable 70.00 psi 70.00 psi Bearing @ Supports ' Max.Left Reaction 0.80 k Bearing Length Req'd 0.624 in Max.Right Reaction 0.80 k Bearing Length Req'd 0.624 in 2M Title: Job# Dsgnr: Date: 8:09PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itectu re\07581 358 Description Attic Framing Plan-AB8 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : TS8X2X3/8 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 5.00 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.33 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.415 0.557 k/ft ' LL k/ft ST k/ft Start Location 3.500 ft End Location 3.500 5.000 ft Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 1.903 k Live Load k Short Term k Location 3.500 0.003 ft Summary Beam OK ' Static Load Case Governs Stress Using:TS8X2X3/8 section,Span=5.00ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu= 1.33ft,LDF= 1.000 Actual Allowable Moment 3.258 k-ft 18.045 k-ft Max.Deflection -0.012 in fb:Bending Stress 3.900 ksi 21.600 ksi Length/DL Defl 5,212.0 : 1 fb/Fb 0.181 : 1 Length/(DL+LL Defl) 5,212.0 : 1 Shear 2.607 k 43.200 k Iv:Shear Stres; 0,434 ksi 14.400 ksi ' fv/Fv 0.030 : 1 Force 8r Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center (a)Center Cants Cants Max.M+ 3.26 k-ft 3.26 k-ft ' Max.M- k-ft Max. M @ Left k-ft Max.M @ Right k-ft Shear @ Left 1.70 k 1.70 k ' Shear @ Right 2.61 k 2.61 k Center Defl. -0.012 in -0.012 0.000 -0.012 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ' Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 1.70 1.70 1.70 k Reaction @ Rt 2.61 2.61 2.61 k Box Section fails 1.5.1.4.4 with Depth>6*Tf Section Properties TS8X2X3/8 Depth 8.000 in Weight 22.35#/ft r-xx 2.469 in ' Width 2.00Oin I-xx 40.10 in4 r-yy 0.765 in Thickness 0.375 in I-yy 3.85 in4 S-xx 10.025 in3 Area 6.58 in2 S-yy 3.850 in3 Title: Job# 21s Dsgnr: Date: 8:09PM, 1 NOV 07 Description Scope: Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 ' Description Attic Framing Plan-AB9 ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : TS8X3X3/8 Fy 46.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 10.75 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.33 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.557 0.970 k/ft ' LL k/ft ST k/ft Start Location 5.500 ft End Location 5.500 10.750 ft Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 2.302 k Live Load k Short Term k Location 5.500 ft Summary___jl Beam OK ' Static Load Case Governs Stress Using:TS8X3X3/8 section,Span= 10.75ft, Fy=46.Oksi End Fixity= Pinned-Pinned,Lu= 1.33ft,LDF= 1.000 Actual Allowable Moment 17.494 k-ft 29.325 k-ft Max.Deflection -0.228 in ' fb: Bending Stress 16.464 ksi 27.600 ksi Length/DL Defl 565.2 : 1 fb/Fb 0.597 :1 Length/(DL+LL Defl) 565.2 : 1 Shear 5.944 k 55.200 k fv:Shear Stres: 0.991 ksi 18.400 ksi fv/Fv 0.054 :1 Force & Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (a-Center Center Cants Cants Max. M+ 17.49 k-ft 17.49 k-ft Max.M- -0.00 k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 4.78 k 4.78 k ' Shear @ Right 5.94 k 5.94 k Center Defl. -0.228 in -0.228 0.000 -0.228 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ' Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 4.78 4.78 4.78 k Reaction @ Rt 5.94 5.94 5.94 k Box Section fails 1.5.1.4.4 with Depth>6*Tf Section Properties TS8X3X3/8 Depth 8.000 in Weight 24.90#/ft r-xx 2.638 in Width 3.000in I-xx 51.00 in4 r-yy 1.191 in Thickness 0.375 in I-yy 10.40 in4 S-xx 12.750 in3 Area 7.33 in2 S-yy 6.933 in3 1 c� =1S`41 2 2 � i 1 � (� 2-41 C) C� z ' W 2- Lc- A. !© � Q v-h 5)>11*.0 (awea s I 2'Y+ ' Title: Job# Dsgnr: Date: 8:09PM, 1 NOV 07 Description I!I Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC y:\2_ 007 jobs\konstant architecture\07581 358 ' Description Attic Framing -AH1 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3-2x10 Center Span 5.00 ft .. . ..Lu 5.00 ft Beam Width 4.500 in Left Cantilever ft . .. ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . ..Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.000 Fv Allow 70.0 psi ' Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 458.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary Beam Design OK Span=5.00ft,Beam Width=4.500in x Depth=9.25in, Ends are Pin-Pin ' Max Stress Ratio 0.410 : 1 Maximum Moment 1.4 k-ft Maximum Shear* 1.5 1.2 k Allowable 5.6 k-ft Allowable 2.9 k Max.Positive Moment 1,43 k-ft at 2.500 ft Shear: @ Left 1.14 k Max.Negative Moment 0.00 k-ft at 5.000 ft @ Right 1.14 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.023 in R' eactions... Max. M allow 5.59 @ Right 0.000 in fb 267.64 psi fv 28.72 psi Left DL 1.14 k Max 1.14 k Fb 1,044.44 psi Fv 70.00 psi Right DL 1.14 k Max 1.14 k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.016 in -0.016 in Deflection 0.000 in 0.000 in ...Location 2.500 ft 2.500 ft ...Length/Deft 0.0 0.0 ...Length/Defl 3,871.0 3,870.96 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 32.440 Le 10.296 ft Sxx 64.172 in3 Area 41.625 in2 Cf 1.200 Rb 7.514 Cl 0.995 Max Moment Sxx Redd Allowable fb @ Center 1.43 k-ft 16.44 in3 1,044.44 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 1.20 k 1.20 k Area Required 17.077 in2 17.077 in2 Fv:Allowable 70.00 psi 70.00 psi Bearing @ Supports Max.Left Reaction 1.14 k Bearing Length Req'd 0.599 in Max. Right Reaction 1.14 k Bearing Length Req'd 0.599 in 1 ' Title: Job# V Dsgnr: Date: 8:09PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC y:\2007Jobs\konstant architecture\07581 358 Description Attic Framing -AH2 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3-2x10 Center Span 8.25 ft .. . ..Lu 8.25 ft Beam Width 4,500 in Left Cantilever ft .. . . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 70.0 psi I ' Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi Full Lengh Uniform Loads Center DL 396.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=8.25ft,Beam Width=4.500in x Depth=9.25in,Ends are Pin-Pin ' Max Stress Ratio 0.597 : 1 Maximum Moment 3.4 k-ft Maximum Shear 1.5 2.0 k Allowable 6.4 k-ft Allowable 3.4 k Max.Positive Moment 3,37 k-ft at 4,125 ft Shear: @ Left 1.63 k ' Max.Negative Moment 0.00 k-ft at 8.250 ft @ Right 1.63 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.149 in ' Max.M allow 6.39 @ Right 0.000 in Reactions... fb 630.01 psi fv 48.03 psi Left DL 1.63 k Max 1.63 k Fb 1,195,47 psi Fv 80.50 psi Right DL 1.63 k Max 1,63 k ' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.099 in -0.099 in Deflection 0.000 in 0.000 in ...Location 4.125 ft 4.125 ft ...Length/Deft 0.0 0.0 ...Length/Deft 996.6 996.64 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Dell 0.0 0.0 Stress Calcs Bending Analysis Ck 30.250 Le 15.671 ft Sxx 64.172 in3 Area 41.625 in2 Cf 1.200 Rb 9.270 Cl 0.990 Max Moment Sxx Read Allowable fb @ Center 3.37 k-ft 33.82 in3 1,195.47 psi @ Left Support 0.00 k-ft 0.00 in3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,207.50 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 2.00 k 2.00 k Area Required 24.837 in2 24.837 in2 Fv:Allowable 80.50 psi 80.50 psi Bearing @ Supports Max.Left Reaction 1.63 k Bearing Length Req'd 0.854 in Max.Right Reaction 1.63 k Bearing Length Req'd 0.854 in 1 ' Title: Job# 1 Dsgnr: Date: 8:09PM, 1 NOV 07 Description tScope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC 1 \2007 obs\konstant architecture\07581 358 Y� Description Attic Framing -AH3 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3-2x8 Center Span 3.00ft .. . . .Lu 3.00 ft ' Beam Width 4,500 in Left Cantilever ft .. . . .Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 355.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=3.00ft,Beam Width=4.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.182 : 1 Maximum Moment 0.4 k-ft Maximum Shear* 1.5 0.5 k Allowable 4.0 k-ft Allowable 2.6 k Max.Positive Moment 0.40 k-ft at 1.500 ft Shear: @ Left 0.53 k Max.Negative Moment 0.00 k-ft at 3.000 ft @ Right 0.53 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.005 in ' Max. M allow 3.96 Reactions... @ Right 0.000 in fb 121.57 psi fv 14.69 psi Left DL 0.53 k Max 0.53 k Fb 1,204.19 psi Fv 80.50 psi Right DL 0.53 k Max 0.53k ' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.003 in Deflection 0.000 in 0.000 in ...Location 1.500 ft 1.500 ft ...Length/Deft 0.0 0.0 Length/Deft 11,132.5 11,132.46 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 Stress Calcs ' Bending Analysis Ck 30.250 Le 6.178 ft Sxx 39.422 in3 Area 32.625 in2 Cf 1.200 Rb 5.153 Cl 0.997 ' Max Moment Sxx Reg:d Allowable fb @ Center 0.40 k-ft 3.98 in3 1,204.19 psi @ Left Support 0.00 k-ft 0.00 in3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,207.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.48 k 0.48 k Area Required 5.953 in2 5.953 in2 Fv:Allowable 80.50 psi 80.50 psi Bearing @ Supports Max. Left Reaction 0.53 k Bearing Length Req'd 0.278 in Max.Right Reaction 0.53 k Bearing Length Req'd 0.278 in cti i I F t` t i #P 6 ! i Title: Job# Dsgnr: Date: 9:08AM, 5 NOV 07 Description Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Multi-Span Timber Beam Page 1 I ' (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581_358 Description Attic Framing-AH1.A General Information Truss Joist-MacMillan,Microl-am 1.9 E Fb: Basic Allow 2,600.0 psi Elastic Modulus 1,900.0 ksi Spans Considered Continuous Over Support Fv:Basic Allow 285.0 psi Load Duration Factor 1,000 ' Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description span#1 span#2 Brg.wall span#2 Span ft 5.41 2.83 2.83 Timber Section LVL:5.250x9.25DVL:5.25Ox9.25NL:1.75Ox9.250 Beam Width in 5.250 5.250 1.750 Beam Depth in 9.250 9.250 9.250 ' End Fixity Pin-Pin Pin-Pin Pin-Pin Le:Unbraced Length ft 1.33 1.33 1.33 Member Type Loads ' Live Load Used This Span? Yes Yes Yes Dead Load #/ft 458.00 355.00 Live Load #/ft ' Results Mmax @ Cntr in-k 14.2 0.0 3.5 @ X= ft 2.27 0.00 1.55 Max @ Left End in-k 0.0 -12.9 -1.6 ' Max @ Right End in-k -12.9 -1.6 0.0 fb:Actual psi 189.2 172.7 140.7 Fb:Allowable psi 2,596.7 2,596.7 2,563.8 Bending OK Bending OK Bending OK ' Shear @ Left k 1.04 0.33 0.55 Shear @ Right k 1.44 0.33 0.46 fv:Actual psi 33.2 10.3 26.0 Fv:Allowable psi 285.0 285.0 285.0 ' Shear OK Shear OK Shear OK Reactions & Deflection DL @Left k 1.04 1.77 0.21 ' LL @ Left k 0.00 0.00 0.00 Total @ Left k 1.04 1.77 0.21 DL @ Right k 1.77 0.21 0.46 LL @ Right k 0.00 0.00 0.00 Total @ Right k 1.77 0.21 0.46 Max.Deflection in -0.008 0.002 -0.002 @ X= ft 2.49 1.25 1.47 Query Values Location ft 0.00 0.00 0.00 Moment in-k 0.0 -12.9 -1.6 Shear Ibs 1.0 0.3 0.5 Deflection in 0,0000 0,0000 0.0000 I f i 1 co 40 I f 2�3 i Title: Job# Dsgnr: Date: 8:09PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Timber Column Design Page 1 ' (c)1983-99 ENERCALC Y;1\2007 obs\konstant architecture\07581 358 Description Attic Framing- (2)2X4 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 2-2x4 Total Column Height 8.33 ft Le XX for Axial 8.33 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 8.33 ft i Column Depth 3.50 in Fc 725.00 psi Lu XX for Bending 8.33 ft Width 3.00 in Fb 675.00 psi Sawn E-Elastic Modulus 1,200 ksi Spruce-Pine-Fir,Stud Loads Dead Load Live Load Short Term Load ' Axial Load 3,050.00lbs 0.00 Ibs 0.00 Ibs Eccentricity 0.000in Summary Column OK iUsing : 2-2x4, Width= 3.00in, Depth= 3.50in, Total Column Ht= 8.33ft DL+LL DL+LL+ST DL+ST ' fc:Compression 290.48 psi 290.48 psi 290.48 psi Fc:Allowable 292.61 psi 292.61 psi 292.61 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi ' F'bx:Allowable 1,007.43 psi 1,007.43 psi 1,007.43 psi Interaction Value 0.9927 0.9927 0.9927 Stress Details Fc:X-X 292.61 psi Max k*Lu/d 50.00 Fc:Y-Y 292.61 psi Actual k*Lu/d 27.30 F'c:Allowable 292.61 psi Min.Allow k*Lu/d 11.00 F'c:Allow*Load Dur Factor 292.61 psi Cf:Bending 1.500 F'bx 1,007.43 psi Rb:(Le d/bA2)A.5 8.459 F'bx*Load Duration Factor 1,007.43 psi Cf:Axial 1.150 Axial X-X k Lu/d 28.56 Axial Y-Y k Lu/d 33.32 i 1 Title: Job# 22Y Dsgnr: Date: 8:09PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Timber Column Design Page 1 ' (c)1983-99 ENERCALC y:\2007'lobs\konstant architecture\07581_358 Description Attic Framing- (3)2X4 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 3-2x4 Total Column Height 8.33 ft Le XX for Axial 8.33 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 8.33 ft t Column Depth 3.50 in Fc 725.00 psi Lu XX for Bending 8.33 ft Width 4.50 in Fb 675.00 psi Sawn E-Elastic Modulus 1,200 ksi ' Spruce-Pine-Fir,Stud Loads Dead Load Live Load Short Term Load ' Axial Load 5,750.00lbs 0.00 Ibs 0.00 Ibs Eccentricity 0.000in Summary Column OK Using : 3-2x4, Width=4.50in, Depth= 3.50in, Total Column Ht= 8.33ft DL+LL DL+LL+ST DL+ST fc:Compression 365.08 psi 365.08 psi 365.08 psi ' Fc:Allowable 366.45 psi 366.45 psi 366.45 psi fbx :Flexural 0.00 psi 0.00 psi 0.00 psi F'bx:Allowable 675.00 psi 675.00 psi 675.00 psi Interaction Value 0.9963 0.9963 0.9963 Stress Details ' Fc:X-X 366.45 psi Max k'Lu/d 50.00 Fc:Y-Y 366.45 psi Actual k'Lu/d 27.30 F'c:Allowable 366.45 psi Min.Allow k'Lu/d 11.00 ' F'c:Allow'Load Dur Factor 366.45 psi Cf:Bending 1.000 F'bx 675.00 psi Rb:(Le d/bA2)A.5 5.639 F'bx`Load Duration Factor 675.00 psi Cf:Axial 1.000 Axial X-X k Lu/d 28.56 ' Axial Y-Y k Lu/d 22.21 I ' Title: Job# Dsgnr: Date: 8:09PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Timber Column Design Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itecture\07581 358 Description Attic Framing- (2)2X6 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 2-2x6 Total Column Height 8.33 ft Le XX for Axial 8.33 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 8.33 ft ' Column Depth 5.50 in Fc 725.00 psi Lu XX for Bending 8.33 ft Width 3.00 in Fb 675.00 psi Sawn E-Elastic Modulus 1,200 ksi Spruce-Pine-Fir,Stud Loads Dead Load Live Load Short Term Load ' Axial Load 4,790.00lbs 0.00 Ibs 0.00 Ibs Eccentricity 0.000in Summary _ Column OK Using : 2-2x6, Width= 3.00in, Depth= 5.50in, Total Column Ht= 8.33ft DL+LL DL+LL+ST DL+ST fc:Compression 290.30 psi 290.30 psi 290.30 psi ' Fc:Allowable 290.86 psi 290.86 psi 290.86 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi ' F'bx:Allowable 870.23 psi 870.23 psi 870.23 psi Interaction Value 0.9981 0.9981 0.9981 Stress Details ' Fc:X-X 290.86 psi Max k*Lu/d 50.00 Fc:Y-Y 290.86 psi Actual k*Lu/d 27.30 F'c:Allowable 290.86 psi Min.Allow k*Lu/d 11.00 F'c:Allow*Load Dur Factor 290.86 psi Cf:Bending 1.300 F'bx 870.23 psi Rb:(Le d/bA2)A.5 10.604 F'bx*Load Duration Factor 870.23 psi Cf:Axial 1.100 Axial X-X k Lu/d 18.17 ' Axial Y-Y k Lu/d 33.32 1 ' �26 Title: Job# Dsgnr: Date: 8:09PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Timber Column Design Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description Attic Framing- (3)2X6 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 3-2x6 Total Column Height 8.33 ft Le XX for Axial 8.33 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 8.33 ft Column Depth 5.50 in Fc 725.00 psi Lu XX for Bending 8.33 ft Width 4.50 in Fb 675.00 psi Sawn E-Elastic Modulus 1,200 ksi Spruce-Pine-Fir,Stud Loads Dead Load Live Load Short Term Load ' Axial Load 13,000.00 Ibs 0.00 Ibs 0.00 Ibs Eccentricity 0.000in Summa IColumn OK ' Using : 3-2x6, Width=4.50in, Depth= 5.50in, Total Column Ht= 8.33ft DL+LL DL+LL+ST DL+ST fc:Compression 525.25 psi 525.25 psi 525.25 psi ' Fc:Allowable 525.91 psi 525.91 psi 525.91 psi fbx :Flexural 0.00 psi 0.00 psi 0.00 psi F'bx:Allowable 874.51 psi 874.51 psi 874.51 psi Interaction Value 0.9988 0.9988 0.9988 Stress Details ' Fc:X-X 525.91 psi Max k*Lu/d 50.00 Fc:Y-Y 525.91 psi Actual k*Lu/d 27.30 F'c:Allowable 525.91 psi Min.Allow k*Lu/d 11.00 F'c:Allow*Load Dur Factor 525.91 psi Cf:Bending 1.300 F'bx 874.51 psi Rb:(Le d/bA2)11.5 7.069 F'bx*Load Duration Factor 874.51 psi Cf:Axial 1.100 Axial X-X k Lu/d 18.17 ' Axial Y-Y k Lu/d 22.21 1 Title: Job# ' Ds9 nr: Date: 8:09PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Timber Column Design Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581_358 Description Attic Framing-6X6 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 6x6 Total Column Height 8.33 ft Le XX for Axial 8.33 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 8.33 ft III ' Column Depth 5.50 in Fc 825.00 psi Lu XX for Bending 8.33 ft Width 5.50 in Fb 1,350.00 psi Sawn E-Elastic Modulus 1,500 ksi Southern Pine(Wet),No.1 SR Loads Dead Load Live Load Short Term Load ' Axial Load 20,740.00lbs 0.00 Ibs 0.00 Ibs Eccentricity 0.000in Summary Column OK Using : 6x6, Width= 5.50in, Depth= 5.50in, Total Column Ht= 8.33ft DL+LL DL+LL+ST DL+ST fc:Compression 685.62 psi 685.62 psi 685.62 psi ' Fc:Allowable 685.90 psi 685.90 psi 685.90 psi fbx :Flexural 0.00 psi 0.00 psi 0.00 psi ' F'bx:Allowable 1,350.00 psi 1,350.00 psi 1,350.00 psi Interaction Value 0.9996 0.9996 0.9996 Stress Details Fc:X-X 685.90 psi Max k*Lu/d 50.00 Fc:Y-Y 685.90 psi Actual k*Lu/d 28.61 F'c:Allowable 685.90 psi Min.Allow k*Lu/d 11.00 ' F'c:Allow*Load Dur Factor 685.90 psi Cf:Bending 1.000 F'bx 1,350.00 psi Rb:(Le d/bA2)A.5 5.784 F'bx*Load Duration Factor 1,350.00 psi Cf:Axial 1.000 Axial X-X k Lu/d 18.17 ' Axial Y-Y k Lu/d 18.17 ' 228 Title: Job# Dsgnr: Date: 8:09PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0603674,Ver 5.1.3,22-Jun-1999,Win32 Steel Column Page 1 (c)1983-99 ENERCALC 02007 jobs\konstant architecture\07581 358 Description Attic Framing -3"dia. std. steel pipe col ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section P3STD Fy 36.00 ksi X-X Sidesway: Restrained ' Duration Factor 1.330 Y-Y Sidesway: Restrained Column Height 8.330 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 8.333 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 8,330 ft Kyy 1.000 Loads Axial Load... Dead Load 32.70 k Ecc.for X-X Axis Moments in Live Load k Ecc.for Y-Y Axis Moments in Short Term Load k Summary Column Design OK ' Section : P3STD, Height= 8.33ft,Axial Loads: DL= 32.70, LL= 0.00, ST= 0.00k, Ecc.= 0.000in Unbraced Lengths: X-X= 8.33ft, Y-Y= 8.33ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) AISC Formula H1 -1 0.9987 0.9987 0.7509 AISC Formula H1 -2 0.6789 0.6789 0.5104 AISC Formula H1 -3 XX Axis : Fa calc'd per 1.5-1, K*L/r< Cc YY Axis : Fa calc'd per 1.5-1 K*L/r< Cc Stresses ' Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 14.68 ksi 0.00 ksi 14.68 ksi 19.53 ksi fa:Actual 14.66 ksi 0.00 ksi 14.66 ksi 14.66 ksi ' Fb:xx:Allow[F3.1] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi fb:xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy:Allow[F3.1] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi ' fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex:DL+LL 20,225 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.75 F'ey:DL+LL 20,240 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.75 F'ex:DL+LL+ST 26,899 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.75 F'ey:DL+LL+ST 26,919 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.75 ' Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Section Properties P3STD Diamet 3.50 in Weight 7.57#/ft I-xx 3.02 in4 ' Area 2.23 in2 I-yy 3.02 in4 S-xx 1.726 in3 Thickness 0.216 in S-yy 1.726 in3 r-xx 1.164 in r-yy 1.164 in 1 � 3 1 1 1 1 1 1 1 1 1 1 1 3 � 1 1 1 M 1 1 1 1 1 1 1 1 01>Q OE) •E01 002(fJ oy�L i ° N� LI4 � o IJ o xL o 9 eNV39 l Bl�f/E I '�' M srr��va dooa • '�ro.9laLrL' 'ro. 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Ljr- � CIS 33', .3ILL 1 2x12 eta ��� d 0 Olt Lz 0 2 P 2-6 ' �02 Title: Job# Dsgnr: Date: 8:13PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC 02007 jobs\konstant architecture\07581 358 Description 2nd Floor Framing- (Roof)Typ. Roof rafter General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x12 Center Span 18.00 ft . . . ..Lu 0.00 ft Beam Width 1,500 in Left Cantilever ft . .. ..Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft ..Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi Repetitive Member E 1,400.0 ksi Full Lengh Uniform Loads Center DL 67.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary IBeam Design OK Span= 18.00ft,Beam Width= 1.500in x Depth=11.25in, Ends are Pin-Pin ' Max Stress Ratio 0.889 : 1 Maximum Moment 2.7 k-ft Maximum Shear* 1.5 0.9 k Allowable 3.1 k-ft Allowable 1.4 k ' Max.Positive Moment 2,71 k-ft at 9,000 ft Shear: @ Left 0.60 k Max.Negative Moment 0.00 k-ft at 18.000 ft @ Right 0.60 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.953 in Max. M allow 3.05 Reactions... @ Right 0.000 in fb 1,029.12 psi fv 53.60 psi Left DL 0.60 k Max 0.60 k / Fb 1,157.19 psi Fv 80.50 psi Right DL 0.60 k Max 0.60k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.635 in -0.635 in Deflection 0.000 in 0.000 in ...Location 9.000 ft 9.000 ft ...Length/Deft 0.0 0.0 ' ...Length/Deft 340.1 340.11 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 30.250 Le 0.000 ft Sxx 31.641 in3 Area 16.875 in2 Cf 1.000 Rb 0.000 Cl 0.000 ' Max Moment Sxx Reo'd Allowable fb @ Center 2.71 k-ft 28.14 in3 1,157.19 psi @ Left Support 0.00 k-ft 0.00 in3 1,157.19 psi @ Right Support 0.00 k-ft 0.00 in3 1,157.19 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 0.90 k 0.90 k Area Required 11.236 in2 11.236 in2 Fv:Allowable 80.50 psi 80.50 psi ' Bearing @ Supports Max. Left Reaction 0.60 k Bearing Length Req'd 0.946 in Max. Right Reaction 0.60 k Bearing Length Req'd 0.946 in t 2fo3 Title: Job# Dsgnr: Date: 8:13PM, 1 NOV 07 Description t Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC :\2007 jobs\konstant archltecture\07581 358 Description 2nd Floor Framing- (Roof)Typ. Ceiling joists at screend porch ' General Information Calculations are designed to 1997 NDS and 1997 LIBC Requirements Section Name 2x8 Center Span 13.83 ft .. ...Lu 0.00 ft Beam Width 1,500 in Left Cantilever ft . . . ..Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft . ..Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi Repetitive Member E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 13.30#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary I I Beam Design OK Span=13.83ft,Beam Width=1.500in x Depth=7.25in, Ends are Pin-Pin ' Max Stress Ratio 0.241 : 1 Maximum Moment 0.3 k-ft Maximum Shear* 1.5 0.1 k Allowable 1.3 k-ft Allowable 0.8 k Max.Positive Moment 0,32 k-ft at 6,916 ft Shear: @ Left 0.09 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.09 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.246 in Max. M allow 1.32 Reactions... @ Right 0.000 in fb 290.51 psi fv 12.69 psi Left DL 0.09 k Max 0.09 k Fb 1,207.50 psi Fv 70.00 psi Right DL 0.09 k Max 0.09k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.164 in -0.164 in Deflection 0.000 in 0.000 in ...Location 6.916 ft 6.916 ft ...Length/Deft 0.0 0.0 ...Length/Dell 1,010.3 1,010.33 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 32.440 Le 0.000 ft Sxx 13.141 in3 Area 10.875 in2 Cf 1.200 Rb 0.000 Cl 0.000 ' Max Moment Sxx Redd Allowable fb @ Center 0.32 k-ft 3.16 in3 1,207.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,207.50 psi t Shear Analysis @ Left Support @ Right Support Design Shear 0.14 k 0.14 k Area Required 1.971 in2 1.971 in2 Fv:Allowable 70.00 psi 70.00 psi 1 Bearing @ Supports Max.Left Reaction 0.09 k Bearing Length Req'd 0.144 in Max.Right Reaction 0.09 k Bearing Length Req'd 0.144 in ' Title: Job# Dsgnr: Date: 8:13PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC y\2007 f obs\konstant BrchltectUre\07581 3558 Description 2nd Floor Framing- (Roof) Framing around fireplace (2B1) ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x12 Center Span 6.25 ft . . . . .Lu 1.33 ft ' Beam Width 3,000 in Left Cantilever ft .. .. .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 234.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary Beam Design OK Span=6.25ft,Beam Width=3.000in x Depth=11.25in,Ends are Pin-Pin ' Max Stress Ratio 0.404 ; 1 Maximum Moment 1.1 k-ft Maximum Shear* 1.5 1.1 k Allowable 5.3 k-ft Allowable 2.7 k Max. Positive Moment 1,14 k-ft at 3.125 ft Shear: @ Left 0.73 k ' Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.73 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.024 in Max.M allow 5.29 Reactions... @ Right 0.000 in fb 216.67 psi fv 32.50 psi Left DL 0.73 k Max 0.73 k Fb 1,002.63 psi Fv 80.50 psi Right DL 0.73 k Max 0.73k ' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.016 in -0.016 in Deflection 0.000 in 0.000 in ...Location 3.125 ft 3.125 ft ...Length/Dell 0.0 0.0 ' ...Length/Deft 4,652.4 4,652.43 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 30.250 Le 2.745 ft Sxx 63.281 in3 Area 33.750 in2 Cf 1.000 Rb 6.418 Cl 0.996 Max Moment Sxx Redd Allowable fb @ Center 1.14 k-ft 13.67 in3 1,002.63 psi @ Left Support 0.00 k-ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 1.10 k 1.10 k Area Required 13.626 in2 13.626 in2 Fv:Allowable 80.50 psi 80.50 psi ' Bearing @ Supports Max.Left Reaction 0.73 k Bearing Length Req'd 0.574 in Max.Right Reaction 0.73 k Bearing Length Req'd 0.574 in ' Title: Job# 2705 Dsgnr: Date: 8:13PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5A.3,22-Jun-1999,Win32 General Timber Beam Page 1 t (c)1983-99 ENERCALCy O07 jObs\konstant arch ltecture\07581 358 Description 2nd Floor Framing- (Roof) Framing around fireplace (2B2) ' General information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x12 Center Span 10.50 ft .. . . .Lu 1.33 ft ' Beam Width 3.000 in Left Cantilever ft . .. ..Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . ..Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 70.0 psi ' Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 67.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Point Loads Dead Load 732.0 lbs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs distance 1.167 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK ' Span=10.50ft,Beam Width=3.000in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0.519 : 1 Maximum Moment 1.4 k-ft Maximum Shear* 1.5 1.a k Allowable 5.3 k-ft Allowable 2.7 k ' Max. Positive Moment 1.40 k-ft at 4.032 ft Shear: @ Left 1.00 k Max. Negative Moment 0.00 k-ft at 10.500 ft @ Right 0.43 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.086 in ' Max.M allow 5.29 Reactions... @ Right 0.000 in fb 265.45 psi fV 41.80 psi Left DL 1.00 k Max 1.00 k Fb 1,002.63 psi Fv 80.50 psi Right DL 0.43 k Max 0.43k t deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.057 in -0.057 in Deflection 0.000 in 0.000 in ...Location 4.998 ft 4.998 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,210.4 2,210.38 Right Cantilever... Deflection 0.000 in 0.000 in Stress ...Length/Deft 0.0 0.0 ' Calcs Bending Analysis Ck 30.250 Le 2.745 ft Sxx 63.281 in3 Area 33.750 in2 Cf 1.000 Rb 6.418 Cl 0.996 ' Max Moment Sxx Req'd Allowable fb @ Center 1.40 k-ft 16.75 in3 1,002.63 psi @ Left Support 0.00 k-ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 1.41 k 0.56 k Area Required 17.525 in2 6.917 in2 Fv:Allowable 80.50 psi 80.50 psi ' Bearing @ Supports Max.Left Reaction 1.00 k Bearing Length Req'd 0.786 in Max. Right Reaction 0.43 k Bearing Length Req'd 0.340 in ' Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope Rev:510300 User KW-0803874,Ver5A.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC 02007 jobs\konstant architecture\07581_358 Description 2nd Floor Framing- (Roof) Framing around dormer(2B3) ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x12 Center Span 2.83 ft . . .. .Lu 1.33 ft Beam Width 3.000 in Left Cantilever ft .. .. .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . ..Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi Full Lengh Uniform Loads Center DL 188.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary Beam Design OK Span=2.83ft,Beam Width=3.000in x Depth= 11.25in,Ends are Pin-Pin ' Max Stress Ratio 0.051 : 1 Maximum Moment 0.2 k-ft Maximum Shear* 1.5 0.1 k Allowable 5.3 k-ft Allowable 2.7 k ' Max.Positive Moment 0,19 k-ft at 1.416 ft Shear: @ Left 0.27 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.27 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.001 in Max.M allow 5.29 @ Right 0.000 in ' Reactions... fb 35.77 psi fv 4.07 psi Left DL 0.27 k Max 0.27 k Fb 1,002.63 psi Fv 80.50 psi Right DL 0.27 k Max 0.27k ' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.001 in -0.001 in Deflection 0.000 in 0.000 in ...Location 1.416 ft 1.416 ft ...Length/Dell 0.0 0.0 ...Length/Deft 62,178.2 62,178.19 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Caics I Bending Analysis Ck 30.250 Le 2.745 ft Sxx 63.281 in3 Area 33.750 in2 Cf 1.000 Rb 6.418 Cl 0.996 Max Moment Sxx Req'd Allowable fb ' @ Center 0.19 k-ft 2.26 in3 1,002.63 psi @ Left Support 0.00 k-ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi Shear Analysis @ Left Support @ Right Support ' Design Shear 0.14 k 0.14 k Area Required 1.707 in2 1.707 in2 Fv:Allowable 80.50 psi 80.50 psi ' Bearing @ Supports Max.Left Reaction 0.27 k Bearing Length Req'd 0.209 in Max. Right Reaction 0.27 k Bearing Length Req'd 0.209 in Title: Job# 50r+ ' Dsgnr: Date: 8:12PM, 1 NOV 07 Description ' Scope =11'3'0r 5.1.3,22-Jun-1999,Win32 General Timber BeamPage 1 C :\2007 obs\konstant archltecture\07581 358 Description 2nd Floor Framing- (Roof) Framing around dormer(2B4) ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x12 Center Span 8.83ft .. . ..Lu 1.33 ft ' Beam Width 3.000 in Left Cantilever ft . . . ..Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . ..Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi Full Lengh Uniform Loads Center DL 67.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Point Loads Dead Load 266.0lbs 266.0lbs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ' distance 1.333 ft 7.583 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK ' Span=8.83ft,Beam Width=3.000in x Depth= 11.25in,Ends are Pin-Pin Max Stress Ratio 0.278 : 1 Maximum Moment 1.0 k-ft Maximum Shear* 1.5 o.s k Allowable 5.3 k-ft Allowable 2.7 k ' Max.Positive Moment 1.00 k-ft at 4.381 ft Shear: @ Left 0.56 k Max. Negative Moment 0.00 k-ft at 8.833 ft @ Right 0.56 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.045 in ' Max.M allow 5.29 Reactions... @ Right 0.000 in fb 189.06 psi fv 22.35 psi Left DL 0.56 k Max 0.56 k Fb 1,002.63 psi Fv 80.50 psi Right DL 0.56 k Max 0.56k ' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.030 in -0.030 in Deflection 0.000 in 0.000 in ' ...Location 4,416 It 4,416 ft ...Length/Deft 0.0 0.0 ...Length/Deft 3,569.0 3,568.95 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 ' Stress Calcs Bending Analysis Ck 30.250 Le 2.745 ft Sxx 63.281 in3 Area 33.750 in2 Cf 1.000 Rb 6.418 Cl 0.996 ' Max Moment Sxx Read Allowable fb @ Center 1.00 k-ft 11.93 in3 1,002.63 psi @ Left Support 0.00 k-ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 0.75 k 0.75 k Area Required 9.277 in2 9.370 in2 Fv:Allowable 80.50 psi 80.50 psi ' Bearing @ Supports Max.Left Reaction 0.56 k Bearing Length Req'd 0.439 in Max.Right Reaction 0.56 k Bearing Length Req'd 0.443 in ' 4 (2 P�S� to 0.iti I l2 N-V' 15 0 C� - �bpV LL- Lo c�jI 2x t lAcx @p, -C�b•c. ®�iZ Title: Job# 7 v� Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALc :\2007 jobs\konstant architecture\07581 358 Description 2nd Floor Framing- (Roof)-2B5 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:3.500x16.000 Center Span 16.42 ft . . . . .Lu 1.33 ft ' Beam Width 3,500 in Left Cantilever ft . . .. .Lu 0.00 ft Beam Depth 16.000 in Right Cantilever ft . . .Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur.Factor 1,150 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi Full Lengh Uniform Loads ' Center DL 703.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary j Beam Design OK Span=16.42ft,Beam Width=3.500in x Depth=16.in, Ends are Pin-Pin Max Stress Ratio 0.640 : 1 ' Maximum Moment 23.7 k-ft Maximum Shear* 1.5 7.3 k Allowable 37.0 k-ft Allowable 18.4 k Max.Positive Moment 23,68 k-ft at 8,208 ft Shear: @ Left 5,77 k Max.Negative Moment 0.00 k-ft at 16.416 ft @ Right 5.77 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.759 in Max. M allow 36.98 @ Right 0.000 in ' Reactions... fb 1,902.94 psi fv 129.83 psi Left DL 5.77 k Max 5.77 k Fb 2,971.54 psi Fv 327.75 psi Right DL 5.77 k Max 5.77 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.506 in -0.506 in Deflection 0.000 in 0.000 in ...Location 8.208 ft 8.208 ft ...Length/Deft 0.0 0.0 ' ...Length/Dell 389.3 389.27 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 20.444 Le 2.745 ft Sxx 149.333 in3 Area 56.000 in2 Cf 1.000 Rb 6.560 Cl 0.994 ' Max Moment Sxx Reg'd Allowable fb @ Center 23.68 k-ft 95.63 in3 2,971.54 psi @ Left Support 0.00 k-ft 0.00 in3 2,990.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,990.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 7.27 k 7.27 k Area Required 22.183 in2 22.183 in2 Fv:Allowable 327.75 psi 327.75 psi ' Bearing @ Supports Max.Left Reaction 5.77 k Bearing Length Req'd 2.198 in Max. Right Reaction 5.77 k Bearing Length Req'd 2.198 in rTitle: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope: Rev: 510300 User KW-0503874,Ver5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC 02007 iobs\konstant arch ltecture\07581 3558 Description 2nd Floor Framing- (Roof)- Framing around fireplace#2-2B6 rGeneral Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x12 Center Span 2.67 ft .. .. .Lu 1.33 ft r Beam Width 3.000 in Left Cantilever ft . . . ..Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . ..Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.150 Fv Allow 70.0 psi r Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi Full Lengh Uniform Loads Center DL 213.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft SummagL_j Beam Design OK Span=2.67ft,Beam Width=3.000in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0.048 ; 1 Maximum Moment 0.2 k-ft Maximum Shear" 1.5 0.1 k Allowable 5.3 k-ft Allowable 2.7 k Max.Positive Moment 0,19 k-ft at 1.333 ft Shear: @ Left 0.28 k Max.Negative Moment 0.00 k-ft at 2.667 ft @ Right 0.28 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.001 in rMax.M allow 5.29 Reactions... @ Right 0.000 in fb 35.91 psi fV 3.84 psi Left DL 0.28 k Max 0.28 k Fb 1,002.63 psi Fv 80.50 psi Right DL 0.28 k Max 0.28k Deflections r Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.000 in -0.000 in Deflection 0.000 in 0.000 in ...Location 1.333 ft 1.333 ft ...Length/Deft 0.0 0.0 ...Length/Deft 65,779.0 65,778.96 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Dell 0.0 0.0 Stress Calcs Bending Analysis Ck 30.250 Le 2.745 ft Sxx 63.281 in3 Area 33.750 in2 Cf 1.000 Rb 6.418 Cl 0.996 Max Moment Sxx Req'd Allowable fb r @ Center 0.19 k-ft 2.27 in3 1,002.63 psi @ Left Support 0.00 k-ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 0.13 k 0.13 k Area Required 1.609 in2 1.609 in2 Fv:Allowable 80.50 psi 80.50 psi Bearing @ Supports Max.Left Reaction 0.28 k Bearing Length Req'd 0.223 in Max. Right Reaction 0.28 k Bearing Length Req'd 0.223 in 1 1 1 Title: Job# Dsgnr. Date. 8:12PM, 1 NOV 07 Description 1 Scope: Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description 2nd Floor Framing- (Roof)- Framing around fireplace#2-2B7 1 General information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x12 Center Span 18.00 ft . . .. .Lu 1.33 ft Beam Width 3.000 in Left Cantilever ft .. .. .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 70.0 psi 1 Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 67.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 284.0 lbs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ldistance 8.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summa,i i Beam Design OK Span=18.00ft,Beam Width=3.000in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0.752 : 1 Maximum Moment 4.0 k-ft Maximum Shear" 1.5 1.o k Allowable 5.3 k-ft Allowable 2.7 k 1 Max. Positive Moment 3.98 k-ft at 8.496 ft Shear: @ Left 0.75 k Max. Negative Moment 0.00 k-ft at 18.000 ft @ Right 0.74 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.655 in Max.M allow 5.29 Reactions... @ Right 0.000 in fb 754.43 psi fv 30.67 psi Left DL 0.75 k Max 0.75 k Fb 1,002.63 psi Fv 80.50 psi Right DL 0.74 k Max 0.74 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.437 in -0.437 in Deflection 0.000 in 0.000 in ' ...Location 8.928 ft 8.928 ft ...Length/Deft 0.0 0.0 ...Length/Defl 494.7 494.66 Right Cantilever... Deflection 0.000 in 0.600 in ...Length/Deft 0.0 0.0 ' Stress Calcs Bending Analysis Ck 30.250 Le 2.745 ft Sxx 63.281 in3 Area 33.750 in2 Cf 1.000 Rb 6.418 Cl 0.996 I ' Max Moment Sxx Reg'd Allowable fb @ Center 3.98 k-ft 47.62 in3 1,002.63 psi @ Left Support 0.00 k-ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 1.04 k 1.01 k Area Required 12.860 in2 12.566 in2 Fv:Allowable 80.50 psi 80.50 psi Bearing @ Supports Max. Left Reaction 0.75 k Bearing Length Req'd 0.591 in Max. Right Reaction 0.74 k Bearing Length Req'd 0.578 in I ' BIZ Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC 02007 iobs\konstant archltecture\07581 358 Description 2nd Floor Framing- (Roof)-TYP. HIP DESIGN ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:1.750x14.000 Center Span 15.00 ft . .. . .Lu 1.33 ft Beam Width 1.750 in Left Cantilever ft . . .. .Lu 0.00 ft Beam Depth 14.000 in Right Cantilever ft .. .. .Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.150 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi ' Full Lengh Uniform Loads Center DL 380.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary I Beam Design OK Span= 15,00ft,Beam Width=1.750in x Depth= 14.in,Ends are Pin-Pin ' Max Stress Ratio 0.773 : 1 Maximum Moment 10.7 k-ft Maximum Shear" 1.5 3.6 k Allowable 13.8 k-ft Allowable 8.0 k Max.Positive Moment 10.69 k-ft at 7.500 ft Shear: @ Left 2.85 k Max.Negative Moment 0.00 k-ft at 15.000 ft @ Right 2.85 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.854 in Max. M allow 13.82 @ Right 0.000 in ' Reactions... fb 2,243.44 psi fv 147.97 psi Left DL 2.85 k Max 2.85 k Fb 2,901.90 psi Fv 327.75 psi Right DL 2.85 k Max 2.85 k ' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.569 in -0.569 in Deflection 0.000 in 0.000 in ...Location 7.500 ft 7.500 ft ...Length/Deft 0.0 0.0 ' ...Length/Deft 316.2 316.19 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 20.444 Le 2.745 ft Sxx 57.167 in3 Area 24.500 in2 Cf 1.000 Rb 12.273 Cl 0.971 ' Max Moment Sxx Req'd Allowable fb @ Center 10.69 k-ft 44.20 in3 2,901.90 psi @ Left Support 0.00 k-ft 0.00 in3 2,990.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,990.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 3.63 k 3.63 k Area Required 11.061 in2 11.061 in2 Fv:Allowable 327.75 psi 327.75 psi Bearing @ Supports Max.Left Reaction 2.85 k Bearing Length Req'd 2.171 in Max.Right Reaction 2.85 k Bearing Length Req'd 2.171 in r ' Title: Job# �1g Dsgnr: Date: 8:12PM, 1 NOV 07 Description ' Scope: Rev: 510300 User.KW-0603874,Ver 5A.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC 02007 lobs\konstant architecture\07581 358 Description 2nd Floor Framing- (Roof)-TYP. ceiling joists at garage ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x12 Center Span 21.00ft . .. ..Lu 4.50 ft Beam Width 1.500 in Left Cantilever ft . . . ..Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft ..Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 70.0 psi ' Beam End Fixity Pin-Pin Fc Allow 425.0 psi Repetitive Member E 1,400.0 ksi Full Lengh Uniform Loads ' Center DL 40.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary Beam Design OK Span=21.00ft,Beam Width=1.500in x Depth= 11.25in,Ends are Pin-Pin Max Stress Ratio 0.976 : 1 Maximum Moment 2.2 k-ft Maximum Shear* 1.5 0.6 k Allowable 2.3 k-ft Allowable 1.2 k Max.Positive Moment 2,20 1-ft at 10.500 ft Shear: @ Left 0.42 k ' Max.Negative Moment 0.00 k-ft at 21.000 ft @ Right 0.42 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 1.054 in Max.M allow 2.26 Reactions... @ Right 0.000 in fb 836.27 psi fv 34.05 psi Left DL 0.42 k Max 0.42 k Fb 856.82 psi Fv 70.00 psi Right DL 0.42 k Max 0.42 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.702 in -0.702 in Deflection 0.000 in 0.000 in ...Location 10.500 ft 10.500 ft ...Length/Deft 0.0 0.0 t ...Length/Deft 358.7 358.75 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Caics ' Bending Analysis Ck 32.440 Le 9.266 ft Sxx 31.641 in3 Area 16.875 in2 Cf 1.000 Rb 23.584 Cl 0.852 Max Moment Sxx Redd Allowable fb @ Center 2.20 k-ft 30.88 in3 856.82 psi @ Left Support 0.00 k-ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 0.57 k 0.57 k Area Required 8.208 in2 8.208 in2 Fv:Allowable 70.00 psi 70.00 psi ' Bearing @ Supports Max.Left Reaction 0.42 k Bearing Length Req'd 0.659 in Max. Right Reaction 0.42 k Bearing Length Req'd 0.659 in P ISM d. sow 5 t Z 23 1 P 6 o— L. I. 1 4.. P► � tsar t�S�' ,� 3p �gN (Oct rt 13/4 w 1,4 L L to q I ' Title: Job# v Dsgnr: Date: 8:12PM, 1 NOV 07 Description t Scope Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itecture\07581 358 Description 2nd Floor Framing- (Roof)- Ridge Beam #2 at Library ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:5.250x18.000 Center Span 23.33 ft . .. . .Lu 1.33 ft t Beam Width 5,250 in Left Cantilever ft .. .. .Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft . . .Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.150 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi ' Full Lengh Uniform Loads Center DL 525.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' SummagL__jj Beam Design OK Span=23.33ft,Beam Width=5.250in x Depth= 18.in,Ends are Pin-Pin ' Max Stress Ratio 0.507 : 1 Maximum Moment 35.7 k-ft Maximum Shear 1.5 8.0 k Allowable 70.4 k-ft Allowable 31.0 k Max.Positive Moment 35,73 k-ft at 11.666 ft Shear: @ Left 6.12 k ' Max.Negative Moment 0.00 k-ft at 23.333 ft @ Right 6.12 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 1.083 in Max.M allow 70.43 @ Right 0.000 in ' Reactions... fb 1,512.30 psi fv 84.78 psi Left DL 6.12 k Max 6.12 k Fb 2,981.25 psi Fv 327.75 psi Right DL 6.12 k Max 6.12 k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.722 in -0.722 in Deflection 0.000 in 0.000 in ...Location 11.666 ft 11.666 ft ...Length/Deft 0.0 0.0 ...Length/Defl 387.7 387.69 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 20.444 Le 2.745 ft Sxx 283.500 in3 Area 94.500 in2 Cf 1.000 Rb 4.639 Cl 0.997 ' Max Moment Sxx Reo'd Allowable fb @ Center 35.73 k-ft 143.81 in3 2,981.25 psi @ Left Support 0.00 k-ft 0.00 in3 2,990.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 8.01 k 8.01 k Area Required 24.444 in2 24.444 in2 Fv:Allowable 327.75 psi 327.75 psi t Bearing @ Supports Max.Left Reaction 6.12 k Bearing Length Req'd 1.556 in Max.Right Reaction 6.12 k Bearing Length Req'd 1.556 in 31� ' Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC y:2007 lobs\konstant architecture\07581 358 Description 2nd Floor Framing- (Roof)- Structural Hip at Library ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:3.500x14.000 Center Span 10.83 ft . . .. .Lu 1.33 ft Beam Width 3.500 in Left Cantilever ft .. .. .Lu 0.00 ft Beam Depth 14.000 in Right Cantilever 4.00ft . . . . .Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur.Factor 1.150 Fv Allow 285.0 psi 1 Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi ' Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 375.00 #/ft LL @ Right #/ft End Loc 7.416 ft #2 DL @ Left 375.00 #/ft LL @ Left #/ft Start Loc 7.416 ft DL @ Right #/ft LL @ Right #/ft End Loc 14.833 ft Point Loads Dead Load 3,063.0lbs Ibs Ibs Ibs Ibs Ibs Ibs ' Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 14.833 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK 1 Span=10.83ft,Right Cant=4.00ft,Beam Width=3.500in x Depth=14.in,Ends are Pin-Pin Max Stress Ratio 0.451 : 1 Maximum Moment -12.8 k-ft Maximum Shear* 1.5 4.9 k Allowable 28.3 k-ft Allowable 16.1 k Max.Positive Moment 0.00 k-ft at 0.000 ft Shear: @ Left 0.25 k Max.Negative Moment -12.79 k-ft at 10.833 ft @ Right 3.46 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in ' Max @ Right Support -12.79 k-ft @ Center 0.091 in Max.M allow 28.34 Reactions... @ Right 0.331 in fb 1,342.53 psi fv 100.12 psi Left DL -0.25 k Max -0.25 k Fb 2,974,06 psi Fv 327,75 psi Right DL 6,10 k Max 6.10 k ' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.061 in 0.061 in Deflection 0.000 in 0.000 in ...Location 6.867 ft 6.867 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,135.7 2,135.71 Right Cantilever... Deflection -0.221 in -0.221 in Stress Calcs ...Length/Deft 434.8 434.8 ' Bending Analysis Ck 20.444 Le 2.745 ft Sxx 114.333 in3 Area 49.000 in2 Cf 1.000 Rb 6.137 Cl 0.995 Max Moment Sxx Req'd Allowable fb @ Center 0.00 k-ft 0.00 in3 2,974.06 psi @ Left Support 0.00 k-ft 0.00 in3 2,990.00 psi ' @ Right Support 12.79 k-ft 51.34 in3 2,990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.43 k 4.91 k Area Required 1.308 in2 14.968 in2 ' Fv:Allowable 327.75 psi 327.75 psi Bearing @ Supports Max.Left Reaction -0.25 k Bearing Length Req'd 0.097 in Max. Right Reaction 6.10 k Bearing Length Req'd 2.323 in 1 ' 314- Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itectu re\07581 358 Description 2nd Floor Framing- (Roof)-Structural Hip at Library- DL only at backspan General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:3.500x14.000 Center Span 10.83 ft . .. . .Lu 1.33 ft Beam Width 3,500 in Left Cantilever ft . . . . .Lu 0.00 ft ' Beam Depth 14.000 in Right Cantilever 4.00ft . . .. .Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,Microl-am 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.150 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 113.00 #/ft LL @ Right #/ft End Loc 7.416 ft #2 DL @ Left 113.00 #/ft LL @ Left #/ft Start Loc 7.416 ft DL @ Right #/ft LL @ Right #/ft End Loc 14.833 ft Point Loads Dead Load 3,063.0lbs Ibs Ibs Ibs Ibs Ibs Ibs ' Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs .distance 14.833 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK ' Span=10.83ft,Right Cant=4.00ft,Beam Width=3.500in x Depth=14.in,Ends are Pin-Pin Max Stress Ratio 0.438 : 1 Maximum Moment -12.4 k-ft Maximum Shear* 1.5 4.7 k ' Allowable 28.3 k-ft Allowable 16.1 k Max. Positive Moment 0.00 k-ft at 0.000 ft Shear: @ Left 0.87 k Max. Negative Moment -12.41 k-ft at 10.833 ft @ Right 3.18 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in ' Max @ Right Support -12.41 k-ft @ Center 0.137 in Max. M allow 28.34 Reactions... @ Right 0.383 in fb 1,302.98 psi fv 95.68 psi Left DL -0.87 k Max -0.87 k Fb 2,974.06 psi Fv 327.75 psi Right DL 4.77 k Max 4.77 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.091 in 0.091 in Deflection 0.000 in 0.000 in ...Location 6.393 ft 6.393 ft ...Length/Dell 0.0 0.0 ...Length/Deft 1,423.1 1,423.15 Right Cantilever... Deflection -0.255 in -0.255 in ...Length/Deft 376.2 376.2 Stress Calcs Bending Analysis Ck 20.444 Le 2.745 ft Sxx 114.333 in3 Area 49.000 in2 Cf 1.000 Rb 6.137 Cl 0.995 Max Moment Sxx Req'd Allowable fb @ Center 0.00 k-ft 0.00 in3 2,974.06 psi @ Left Support 0.00 k-ft 0.00 in3 2,990.00 psi @ Right Support 12.41 k-ft 49.82 in3 2,990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.31 k 4.69 k Area Required 4.011 in2 14.305 in2 Fv:Allowable 327.75 psi 327.75 psi Bearing @ Supports Max.Left Reaction -0.87 k Bearing Length Req'd 0.330 in Max.Right Reaction 4.77 k Bearing Length Req'd 1.816 in W � FiMr- E L- ►�I-�( sas�z I i 1 !U LV L c�c< 1 r i 6 ' Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam' Page 1��>1983-99 ENERCALc :\2007 jobs\konstant architecture\07581 358 Description 2nd Floor Framing- (Roof)- Ridge Beam#3 at guest suite General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:3.500x18.000 Center Span 19.67 ft . .. ..Lu 1.33 ft ' Beam Width 3.500 in Left Cantilever ft . .. ..Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft . . .Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.150 Fv Allow 285.0 psi ' Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi Full Lengh Uniform Loads ' Center DL 525.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' SummagL__jj Beam Design OK Span=19.67ft,Beam Width=3.500in x Depth=18.in,Ends are Pin-Pin ' Max Stress Ratio 0.543 : 1 Maximum Moment 25.4 k-ft Maximum Shear* 1.5 6.6 k Allowable 46.8 k-ft Allowable 20.6 k Max. Positive Moment 25,38 k-ft at 9.833 ft Shear: @ Left 5.16 k 1 Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 5.16 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.820 in Max.M allow 46.76 @ Right 0.000 in ' Reactions... fb 1,611.63 psi fv 104.24 psi Left DL 5.16 k Max 5.16 k Fb 2,968.94 psi Fv 327.75 psi Right DL 5.16 k Max 5.16 k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.547 in -0.547 in Deflection 0.000 in 0.000 in ...Location 9.833 ft 9.833 ft ...Length/Deft 0.0 0.0 ...Length/Deft 431.6 431.61 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 20.444 Le 2.745 ft Sxx 189.000 in3 Area 63.000 in2 Cf 1.000 Rb 6.958 Cl 0.993 ' Max Moment Sxx Reg:d Allowable fb @ Center 25.38 k-ft 102.59 in3 2,968.94 psi @ Left Support 0.00 k-ft 0.00 in3 2,990.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,990.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 6.57 k 6.57 k Area Required 20.036 in2 20.036 in2 Fv:Allowable 327.75 psi 327.75 psi ' Bearing @ Supports Max.Left Reaction 5.16 k Bearing Length Req'd 1.967 in Max.Right Reaction 5.16 k Bearing Length Req'd 1.967 in ' Title: Job# 5v) Dsgnr: Date: 8:12PM, 1 NOV 07 Description ' Scope: Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC 02007 obs\konstant architecture\07581 358 Description 2nd Floor Framing- (Roof)- Structural Hip at guest suite ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:3.500x14.000 Center Span 10.83 ft . .. . .Lu 1.33 ft Beam Width 3.500 in Left Cantilever ft . .. ..Lu 0,00 ft Beam Depth 14.000 in Right Cantilever 4.00ft . ... .Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur.Factor 1.150 Fv Allow 285.0 psi ' Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi Trapezoidal Loads ' #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 375.00 #/ft LL @ Right #/ft End Loc 7.416 ft #2 DL @ Left 375.00 #/ft LL @ Left #/ft Start Loc 7.416 ft ' DL @ Right #/ft LL @ Right #/ft End Loc 14.833 ft Point Loads Dead Load 2,582.0lbs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 14.833 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span=10.83ft,Right Cant=4.00ft,Beam Width=3.500in x Depth=14.in, Ends are Pin-Pin Max Stress Ratio 0.384 : 1 Maximum Moment -10.9 k-ft Maximum Shear* 1.5 4.2 k ' Allowable 28.3 k-ft Allowable 16.1 k Max.Positive Moment 0.00 k-ft at 0.000 ft Shear: @ Left 0.08 k Max.Negative Moment -10.87 k-ft at 10.833 ft @ Right 2.97 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in ' Max @ Right Support -10.87 k-ft @ Center 0.067 in Max. M allow 28.34 Reactions... @ Right 0.267 in fb 1,140.60 psi fv 85.40 psi Left DL -0.08 k Max -0.08 k Fb 2,974.06 psi Fv 327.75 psi Right DL 5.44 k Max 5.44 k ' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.045 in 0.045 in Deflection 0.000 in 0.000 in ' ...Location 7.104 ft 7.104 ft ...Length/Dell 0.0 0.0 ...Length/Deft 2,904.6 2,904.65 Right Cantilever... Deflection -0.178 in -0.178 in ' ...Length/Defl 539.8 539.8 Stress Calcs Bending Analysis Ck 20.444 Le 2.745 ft Sxx 114.333 in3 Area 49.000 in2 ' Cf 1.000 Rb 6.137 Cl 0.995 Max Moment Sxx Reo'd Allowable fb @ Center 0.00 k-ft 0.00 in3 2,974.06 psi @ Left Support 0.00 k-ft 0.00 in3 2,990.00 psi @ Right Support 10.87 k-ft 43.61 in3 2,990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.16 k 4.18 k Area Required 0.495 in2 12.767 in2 Fv:Allowable 327.75 psi 327.75 psi Bearing @ Supports Max.Left Reaction -0.08 k Bearing Length Req'd 0.029 in Max. Right Reaction 5.44 k Bearing Length Req'd 2.072 in Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Wh32 General Timber Beam Page 1 (c)1983-99 ENERCALC :\2007 lobs\konstant archltecture\07581 358 Description 2nd Floor Framing- (Roof)- Structural Hip at guest suite- DL only at backspan General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:3.500x14.000 Center Span 10.83 ft .. .. .Lu 1.33 ft Beam Width 3.500 in Left Cantilever ft .. . ..Lu 0.00 ft Beam Depth 14.000 in Right Cantilever 4.00ft . ..Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.150 Fv Allow 285.0 psi ' Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi ' Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 113.00 #/ft LL @ Right #/ft End Loc 7.416 ft #2 DL @ Left 113.00 #/ft LL @ Left #/ft Start Loc 7.416 ft ' DL @ Right #/ft LL @ Right #/ft End Loc 14.833 ft Point Loads Dead Load 2,582.0lbs Ibs Ibs Ibs Ibs Ibs Ibs ' Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 14.833 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft SU magL___Jj Beam Design OK ' Span=10.83ft,Right Cant=4.00ft,Beam Width=3.500in x Depth=14.in,Ends are Pin-Pin Max Stress Ratio 0.370 : 1 Maximum Moment -10.5 k-ft Maximum Shear 1.5 4.0 k ' Allowable 28.3 k-ft Allowable 16.1 k Max.Positive Moment 0.00 k-ft at 0.000 ft Shear: @ Left 0.69 k Max.Negative Moment -10.49 k-ft at 10.833 ft @ Right 2.70 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in ' Max @ Right Support -10.49 k-ft @ Center 0.112 in Max.M allow 28.34 Reactions... @ Right 0.320 in fb 1,101.05 psi fv 80.96 psi Left DL -0.69 k Max -0.69 k Fb 2,974.06 psi Fv 327.75 psi Right DL 4.11 k Max 4.11 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load ' Deflection 0.075 in 0.075 in Deflection 0.000 in 0.000 in ...Location 6.393 ft 6.393 ft ...Length/Dell 0.0 0.0 ...Length/Deft 1,735.7 1,735.67 Right Cantilever... Deflection -0.213 in -0.213 in ' ...Length/Deft 449.9 449.9 Stress Calcs Bending Analysis Ck 20.444 Le 2.745 ft Sxx 114.333 in3 Area 49.000 in2 ' Cf 1.000 Rb 6.137 Cl 0.995 Max Moment Sxx Reo'd Allowable fb @ Center 0.00 k-ft 0.00 in3 2,974.06 psi @ Left Support 0.00 k-ft 0.00 in3 2,990.00 psi ' @ Right Support 10.49 k-ft 42.10 in3 2,990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.05 k 3.97 k Area Required 3.198 in2 12.103 in2 t Fv:Allowable 327.75 psi 327.75 psi Bearing @ Supports Max. Left Reaction -0.69 k Bearing Length Req'd 0.263 in Max.Right Reaction 4.11 k Bearing Length Req'd 1.565 in '� ho'F- Q! 1`q pt 3 p 6 1 � 1 t 504*/- 6A i ' 2.T6\ re GeV,. ar iv.J i llgb� a 1 Title: Job# 2� Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC :\2007 jobs\konstant arch.itecture\07581 358 Description 2nd Floor Framing- (Floor)-2138 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:3.500x14.000 Center Span 8.25 ft .. .. .Lu 1.33 ft Beam Width 3.500 in Left Cantilever ft .. . ..Lu 0.00 ft ' Beam Depth 14.000 in Right Cantilever ft . . . ..Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,Microl-am 1.9 E Fb Base Allow 2,600.0 psi Load Dur, Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi ' Full Lengh Uniform Loads Center DL 415.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Point Loads Dead Load 7,700.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ' distance 1.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK ' Span=8.25ft,Beam Width=3.500in x Depth=14.in,Ends are Pin-Pin Max Stress Ratio 0.342 : 1 Maximum Moment 8.4 k-ft Maximum Shear 1.5 3.2 k Allowable 24.7 k-ft Allowable 14.0 k Max. Positive Moment 8.43 k-ft at 1.881 ft Shear: @ Left 8.48 k Max. Negative Moment 0.00 k-ft at 8.250 ft @ Right 2.65 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.098 in ' Max.M allow 24.66 Reactions... @ Right 0.000 in fb 884.81 psi fv 66.30 psi Left DL 8.48 k Max 8.48 k Fb 2,588.10 psi Fv 285.00 psi Right DL 2.65 k Max 2.65 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.065 in -0.065 in Deflection 0.000 in 0.000 in 1 ...Location 3,795 ft 3.795 ft ...Length/Deft 0.0 ...Length/Deft 1,513.6 1,513.57 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 21.924 Le 2.745 ft Sxx 114.333 in3 Area 49.000 in2 Cf 1.000 Rb 6.137 CI 0.995 Max Moment Sxx Req'd Allowable fb @ Center 8.43 k-ft 39.09 in3 2,588.10 psi @ Left Support 0.00 k-ft 0.00 in3 2,600.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.45 k 3.25 k Area Required 1.575 in2 11.399 in2 Fv:Allowable 285.00 psi 285.00 psi ' Bearing @ Supports Max. Left Reaction 8.48 k Bearing Length Req'd 3.230 in Max.Right Reaction 2.65 k Bearing Length Req'd 1.008 in � uu ' Title: Job# �21 Dsgnr: Date: 8:12PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0803874,Ver5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 ' (c)1983-99 ENERCALC Y;\2007 J obs\konstant architecture\07581 358 Description 2nd Floor Framing- (Floor)-2B9 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X26 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 15.58 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu: Unbraced Length 4.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.073 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft Point Loads Dead Load 7.318 1.712 k Live Load k Short Term k Location 5.000 15.000 ft Summary Beam OK Static Load Case Governs Stress Using:W12X26 section,Span=15.58ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=4.00ft, LDF=1.000 Actual Allowable Moment 27.717 k-ft 66.108 k-ft Max.Deflection -0.168 in ' fb:Bending Stress 9.962 ksi 23.760 ksi Length/DL Defl 1,115.0 : 1 fb/Fb 0.419 :1 Length/(DL+LL Defl) 1,115.0 : 1 Shear 5.805 k 40.473 k fv:Shear Stres: 2.065 ksi 14.400 ksi ' fv/Fv 0.143 :1 Force &Stress Summary ' <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Ca)Center Center Cants Cants Max. M+ 27.72 k-ft 27.72 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 5.81 k 5.81 k Shear @ Right 4.77 k 4.77 k Center Defl. -0.168 in -0.168 0.000 -0.168 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ' Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.81 5.81 5.81 k Reaction @ Rt 4.77 4.77 4.77 k ' Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W12X26 Depth 12.220 in Weight 25.98#/ft r-xx 5.164 in Width 6.490in I-xx 204.00 in4 r-yy 1.504 in Web Thick 0.230 in I-yy 17.30 in4 Rt 1.720 in Flange Thickness 0.380 in S-xx 33.388 in3 Area 7.65 in2 S-yy 5.331 in3 7_S ' Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itecture\07581_358 ' Description 2nd Floor Framing- (Floor)- 21310 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:1.750x14.000 Center Span 9.50ft . .. ..Lu 1.33 ft ' Beam Width 1.750 in Left Cantilever ft . .. ..Lu 0.00 ft Beam Depth 14.000 in Right Cantilever ft . .Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi ' Full Lengh Uniform Loads Center DL 335.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft iSummary Beam Design OK Span=9.50ft,Beam Width=1.750in x Depth= 14.in,Ends are Pin-Pin Max Stress Ratio 0.313 ; 1 Maximum Moment 3.8 k-ft Maximum Shear* 1.5 1.8 k Allowable 12.1 k-ft Allowable 7.0 k Max.Positive Moment 3.78 k-ft at 4.750 ft Shear: @ Left 1.59 k ' Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.59 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.121 in Max.M allow 12.09 Reactions... @ Right 0.000 in ' fb 793.31 psi fv 74.04 psi Left DL 1.59 k Max 1.59 k Fb 2,537.42 psi Fv 285.00 psi Right DL 1.59 k Max 1.59 k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.081 in -0.081 in Deflection 0.000 in 0.000 in ...Location 4.750 ft 4,750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,411.9 1,411.85 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 21.924 Le 2.745 ft Sxx 57.167 in3 Area 24.500 in2 Cf 1.000 Rb 12.273 Cl 0.976 ' Max Moment Sxx Regd Allowable fb @ Center 3.78 k-ft 17.87 in3 2,537.42 psi @ Left Support 0.00 k-ft 0.00 in3 2,600.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support ' Design Shear 1.81 k 1.81 k Area Required 6.365 in2 6.365 in2 Fv:Allowable 285.00 psi 285.00 psi Bearing @ Supports Max.Left Reaction 1.59 k Bearing Length Req'd 1.212 in Max.Right Reaction 1.59 k Bearing Length Req'd 1.212 in ' Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description ' Scope Rev: 510300 A User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 Multi-Span Steel Beam Page 1 ' (c)1983-99 ENERCALC 02007 jobs\konstant arch itecture\07581 358 Description 2nd Floor Framing- (Floor)-21311 ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy-Yield Stress 36.00 ksi Load Duration Factor 1.00 ' Spans Considered Continuous Over Supports Span Information Description span#1 span#2 span#3 ' Span ft 4.00 9.83 4.00 Steel Section W8X28 W8X28 W8X28 End Fixity Pin-Pin Pin-Pin Pin-Pin Unbraced Length ft 1.33 1.33 1.33 Loads Live Load Used This Span? Yes Yes Yes Dead Load k/ft 0.774 0.504 0.670 Live Load k/ft ' Point#1 DL k 1.000 LL k @ X ft 3.000 Results ' Mmax @ Cntr k-ft 0.29 2.54 0.85 @ X= ft 0.88 4.92 2.99 Max @ Left End k-ft 0.00 -3.49 -3.61 Max @ Right End k-ft -3.49 -3.61 0.00 fb:Actual psi 1,724.2 1,782.0 1,782.0 Fb:Allowable psi 23,760.0 23,760.0 23,760.0 Bending OK Bending OK Bending OK ' fv:Actual psi 1,054.2 1,083.9 1,085.2 Fv:Allowable psi 14,400.0 14,400.0 14,400.0 Shear OK Shear OK Shear OK Reactions & Deflections ' Shear @ Left k 0.67 2.47 2.49 Shear @ Right k 2.42 2.49 1.19 Reactions... DL @ Left k 0.67 4.89 4.98 LL @ Left k 0.00 0.00 0.00 Total @ Left k 0.67 4.89 4.98 DL @ Right k 4.89 4.98 1.19 LL @ Right k 0.00 0.00 0.00 1 Total @ Right k 4,89 4.98 1,19 Max.Deflection in 0.001 -0.011 0.001 @ X= ft 2.85 4.92 0.96 Span/Deflection Ratio 64,121.5 10,542.0 79,982.4 ' Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 0.67 2.47 2.49 0.00 0.00 0.00 0.00 0.00 Moment k ft 0.00 -3.49 -3.61 0.00 0.00 0.00 0.00 0.00 Max.Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2F�\2 Z f9l \ '/,A L\J 1 O,vl_ PS Lc 15` �''j P5 P4 P4 (2 � ' I 5t,9 Qoaa � P3 = sal ti yOT Z I F i( f 1 Title: Job# 3'ZIs Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC :\2007 fobs\konstant archltectUre\07581_358 Description 2nd Floor Framing- (Floor)-2B13 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:3.500x11.250 Center Span 6.67 ft . . .. .Lu 1.33 ft Beam Width 3,500 in Left Cantilever ft .. .. .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft .. . . .Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi ' Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi ' Full Lengh Uniform Loads Center DL 413.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft tSUM= Beam Design OK Span=6.671t,Beam Width=3.500in x Depth=11.25in, Ends are Pin-Pin ' Max Stress Ratio 0.144 : 1 Maximum Moment 2.3 k-ft Maximum Shear* 1.5 1.5 k Allowable 15.9 k-ft Allowable 11.2 k Max.Positive Moment 2,21 k-ft at 3.333 ft Shear: @ Left 1.38 k ' Max.Negative Moment 0.00 k-ft at 6.667 ft @ Right 1.38 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.035 in ' Max.M allow 15.94 Reactions... @ Right 0.000 in fb 372.98 psi fv 37.76 psi Left DL 1.38 k Max 1.38 k Fb 2,590.59 psi Fv 285.00 psi Right DL 1.38 k Max 1.38 k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.023 in -0.023 in Deflection 0.000 in 0.000 in ...Location 3.333 ft 3.333 ft ...Length/Deft 0.0 0.0 t ...Length/Deft 3,438.5 3,438.48 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 21.924 Le 2.745 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.000 Rb 5.501 Cl 0.996 Max Moment Sxx Redd Allowable fb @ Center 2.29 k-ft 10.63 in3 2,590.59 psi @ Left Support 0.00 k-ft 0.00 in3 2,600.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 1.49 k 1.49 k Area Required 5.217 in2 5.217 in2 Fv:Allowable 285.00 psi 285.00 psi ' Bearing @ Supports Max.Left Reaction 1.38 k Bearing Length Req'd 0.524 in Max.Right Reaction 1.38 k Bearing Length Req'd 0.524 in 31q ' Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 (c)1983-99 ENERCALC 1 02007 obs\konstant arch itecture\07581,358 - Description 2nd Floor Framing- (Floor)-2B14 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X35 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 15.58 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.33 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.073 1.043 k/ft ' LL k/ft ST k/ft Start Location 3.833 ft End Location 3.833 15.583 ft ' Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 1.665 2,575 2.302 6,813 -6,813 6.813 -6.813 k Live Load k t Short Term k Location 0.500 3.833 10.583 3.833 10.583 10.583 15.500 ft Summary---j Beam OK ' Static Load Case Governs Stress Using:W12X35 section,Span=15.58ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu= 1.33ft,LDF=1.000 Actual Allowable Moment 53.709 k-ft 90.288 k-ft Max.Deflection -0.289 in ' fb:Bending Stress 14.134 ksi 23.760 ksi Length/DL Defl 647.4 : 1 fb/Fb 0.595 :1 Length/(DL+LL Defl) 647.4 : 1 Shear 14.531 k 54.000 k fv:Shear Stres: 3.875 ksi 14.400 ksi ' fv/Fv 0.269 :1 Force & Stress Summary ' <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max.M+ 53.71 k-ft 53.71 k-ft ' Max.M- -0.00 k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 14.53 k 14.53 k ' Shear @ Right 5.09 k 5.09 k Center Defl. -0.289 in -0.289 0.000 -0.289 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 14.53 14.53 14.53 k Reaction @ Rt 5.09 5.09 5.09 k t Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W12X35 Depth 12.500 in Weight 34.99#/ft r-xx 5.260 in ' Width 6.560in I-xx 285.00 in4 r-yy 1.542 in Web Thick 0.300 in I-yy 24.50 in4 Rt 1.740 in Flange Thickness 0.520 in S-xx 45.600 in3 Area 10.30 in2 S-yy 7.470 in3 ' RAMSBEAM V2.0 - Gravity Beam Design QQ Licensed to: The Structural Shop, LTD Job: 2nd Floor Framing Steel Code: AISC 9th Ed. ' SPAN INFORMATION: 2B14 (check #1) Beam Size (User Selected) = W12X35 Fy = 36.0 ksi Total Beam Length (ft) = 15.58 Top Flange Braced .By Decking LOADS: . Self Weight = 0. 035 k/ft Point Loads (kips) : Flange Bracing ' Dist DL Pre DL LL Top Bottom 0.50 1.66 0.00 0.00 Yes No 3 .83 2 .58 0.00 0.00 Yes No 10.58 2 .30 0.00 0.00 Yes No 3.83 6 .81 0.00 0.00 Yes No 10.58 -6 .81 0.00 0.00 Yes No ' 15.50 -6 .81 0 .00 0.00 Yes No 10.58 6.81 0.00 0.00 Yes No Line Loads (k/ft) : ' Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0.00 3 . 83 0.073 0.073 0.000 0. 000 0.000 0.000 3 .83 15.58 1.043 1.043 0 .000 0. 000 0.000 0.000 ' SHEAR: Max V (kips) = 14.53 fv (ksi) = 3 . 88 Fv = 14 .40 MOMENTS: ' Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max + 53 .7 6.7 0.0 1 .00 14 .13 24 .00 14.13 24 .00 ' Controlling 53 .7 6.7 0.0 1.00 14 .13 24 .00 --- --- REACTIONS (kips) : Left Right DL reaction 14.53 5.09 ' Max + total reaction 14 .53 5.09 DEFLECTIONS: ' Dead load (in) at 7.64 ft = -0.289 L/D = 647 Live load (in) at 7.64 ft = 0 .000 Total load (in) at 7.64 ft = -0.289 L/D = 647 I RAMSBEAM V2.0 - Load Diagram ' Licensed to: The Structural Shop, LTD 33� Job: 2nd Floor Framing Steel Code: AISC 9th Ed. Beam Size = W12X35 Span information (ft) : 2B14 (check 41) ' Length = 15.58, Left Support at 0.00, Right Support at 15.58 ' P2 W1dP1 p W3 P4 Load Dist DL LL+ LL- Max Tot P1 0.50 1.665 0.000 0. 000 1.665 P2 3 .83 9.388 0.000 0.000 9.388 ' P3 10.58 2 .302 0.000 0. 000 2.302 P4 15.50 -6 .813 0.000 0.000 -6.813 W1 0.00 0.108 0 .000 0.000 0.108 ' W2 3.83 0.108 0.000 0.000 0.108 1.078 0.000 0.000 1.078 W3 15.58 1.078 0.000 0.000 1.078 ' RAMSBEAM V2 .0 - Gravity Beam Design 2 3� Licensed to: The Structural Shop, LTD 7 Job: 2nd Floor Framing Steel Code. AISC 9th Ed. ' SPAN INFORMATION: 2B14 (check #� Beam Size (User Selected) =. W12X35 Fy = 36.0 ksi Total Beam Length (ft) = 15.58 ' Top Flange Braced By Decking LOADS: Self Weight = 0. 035 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 0.50 1.66 0.00 0.00 Yes No 3 .83 2 .58 0.00 0.00 Yes No 10.58 2 .30 0.00 0.00 Yes No 3 .83 -6.81 0.00 0.00 Yes No 10.58 6 .81 0.00 0.00 Yes No 15.50 6 .81 0.00 0.00 Yes No 10.58 -6 .81 0.00 0.00 Yes No Line Loads (k/ft) : Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0.00 3 .83 0.073 0.073 0.000 0.000 0.000 0.000 3 .83 15 .58 1. 043 1. 043 0 .000 0.000 0. 000 0.000 ' SHEAR: Max V (kips) = 15.29 fv (ksi) = 4 .08 Fv = 14 .40 MOMENTS: ' Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip-ft ft ft fb Fb fb Fb Center Max + 29.8 9.9 0.0 1.00 7.84 24.00 7.84 24. 00 ' Controlling 29.8 9.9 0 .0 1.00 7.84 24.00 --- --- REACTIONS (kips) : Left Right DL reaction 4 .33 15.29 Max + total reaction 4 .33 15.29 DEFLECTIONS: Dead load (in) at 8.34 ft = -0.141 L/D = 1327 Live load (in) at 8 .34 ft = 0.000 Total load (in) at 8 .34 ft = -0.141 L/D = 1327 .1 r RAMSBEAM V2 .0 - Load Diagram 9 53 Licensed to: The Structural Shop, LTD 7 J Job: 2nd Floor Framing Steel Code: AISC 9th Ed. Beam Size = W12X35 Span information (ft) : 2B14 (check #1) Length = 15.58, Left Support at 0. 00, Right Support at 15.58 r r r r W2 P4 W1dP1 P P2 ' Load Dist DL LL+ LL- Max Tot P1 0.50 1.665 0.000 0.000 1.665 P2 3 .83 -4 .238 0. 000 0. 000 -4.238 r P3 10 .58 2 .302 0.000 0. 000 2 .302 P4 15.50 6.813 0. 000 0.000 6.813 wl 0.00 0.108 0. 000 0.000 0.108 r W2 3 .83 0.108 0.000 0.000 0.108 1.078 0.000 0 .000 1.078 W3 15.58 1.078 0.000 0.000 1.078 : 1 1 1 1 1 1 i r Title: Job# ✓3 q Dsgnr: Date: 8:12PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description 2nd Floor Framing- (Floor)-2B15 ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W8X40 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 16.33 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.33 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.670 0.774 k/ft ' LL k/ft ST k/ft Start Location 14.667 ft End Location 14.667 16.333 ft Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 0.625 6.738 5.361 k Live Load k ' Short Term k Location 8.000 14.667 15.500 ft Summary Beam OK Static Load Case Governs Stress Using:W8X40 section,Span=16.33ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu= 1.33ft,LDF=1.000 Actual Allowable Moment 34.395 k-ft 70.080 k-ft Max.Deflection -0.399 in ' fb: Bending Stress 11.661 ksi 23.760 ksi Length/DL Defl 491.5 : 1 fb/Fb 0.491 : 1 Length/(DL+LL Defl) 491.5 : 1 Shear 17.405 k 42.768 k fv:Shear Stres: 5.860 ksi 14.400 ksi ' fv/Fv 0.407 :1 Force & Stress Summary <- These columns are Dead+Live Load placed as noted » DL LL LL+ST LL LL+ST Maximum Only (a)Center (a.Center Cants Cants Max.M+ 34.39 k-ft 34.39 k-ft ' Max.M- -0.00 k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 7.08 k 7.08 k Shear @ Right 17.40 k 17.40 k Center Defl. -0.399 in -0.399 0.000 -0.399 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ' ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 7.08 7.08 7.08 k Reaction @ Rt 17.40 17.40 17.40 k Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W8X40 Depth 8.250 in Weight 39.74#/ft r-xx 3.533 in ' Width 8.070in I-xx 146.00 in4 r-yy 2.049 in Web Thick 0.360 in I-yy 49.10 in4 Rt 2.210 in Flange Thickness 0.560 in S-xx 35.394 in3 Area 11.70 in2 S-yy 12.169 in3 ftA Oft, 1 Pz = g2ot� �32u� - 1 12�s� 6-4-0 R E `t5 jj 5 1 ' Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,WhK Steel Beam Design Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description 2nd Floor Framing- (Floor)-2616 ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W8X48 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 16.33 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.33 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.670 k/ft LL k/ft ST k/ft Start Location ft End Location 20.000 ft Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 11.440 0.664 9.581 k Live Load k Short Term k Location 1.083 8.333 14.083 ft Summary Beam OK Static Load Case Governs Stress Using:W8X48 section,Span= 16.33ft, Fy=36.Oksi End Fixity= Pinned-Pinned, Lu=1.33ft,LDF= 1.000 Actual Allowable Moment 43.713 k-ft 85.722 k-ft Max.Deflection -0.415 in ' fb:Bending Stress 12.116 ksi 23.760 ksi Length/DL Defl 472.3 : 1 fb/Fb 0.510 :1 Length/(DL+LL Defl) 472.3 : 1 Shear 18.189 k 48.960 k fv:Shear Stres: 5.350 ksi 14.400 ksi ' fv/Fv 0.372 :1 Force & Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (o)Center (a)Center Cants Cants Max.M+ 43.71 k-ft 43.71 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 18.19 k 18.19 k ' Shear @ Right 15.22 k 15.22 k Center Defl. -0.415 in -0.415 0.000 -0.415 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ' Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 18.19 18.19 18.19 k Reaction @ Rt 15.22 15.22 15.22 k Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W8X48 Depth 8.500 in Weight 47.89#/ft r-xx 3.612 in ' Width 8.110in I-xx 184.00 in4 r-yy 2.078 in Web Thick 0.400 in I-yy 60.90 in4 Rt 2.230 in Flange Thickness 0.685 in S-xx 43.294 in3 Area 14.10 in2 S-yy 15.018 in3 ' Title: Job# r Dsgnr. Date. 8:12PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam' Design Page 1(c>1983-99 ENERCA�c :\2007 obs\konstant architecture\07581 358 Description 2nd Floor Framing- (Floor)-2B17 ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W8X40 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 16.33 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.33 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.670 k/ft LL k/ft ST k/ft Start Location ft End Location 20.000 ft ' Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 0.620 9.200 5.361 k Live Load k ' Short Term k Location 8.000 14.667 15.500 ft SummaT___j Beam OK Static Load Case Governs Stress Using:W8X40 section,Span= 16.33ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=1.33ft,LDF= 1.000 Actual Allowable Moment 36.624 k-ft 70.080 k-ft Max.Deflection -0.425 in ' fb:Bending Stress 12.417 ksi 23.760 ksi Length/DL Defl 460.7 : 1 fb/Fb 0.523 : 1 Length/(DL+LL Defl) 460.7 : 1 Shear 19.449 k 42.768 k fv:Shear Stres: 6.548 ksi 14.400 ksi fv/Fv 0.455 :1 Force &Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only ()Center Center Cants Cants Max.M+ 36.62 k-ft 36.62 k-ft ' Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 7.32 k 7.32 k Shear @ Right 19.45 k 19.45 k Center Defl. -0.425 in -0.425 0.000 -0.425 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ' Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 7.32 7.32 7.32 k Reaction @ Rt 19.45 19.45 19.45 k ' Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W8X40 Depth 8.250 in Weight 39.74#/ft r-xx 3.533 in ' Width 8.070in I-xx 146.00 in4 r-yy 2.049 in Web Thick 0.360 in I-yy 49.10 in4 Rt 2.210 in Flange Thickness 0.560 in S-xx 35.394 in3 Area 11.70 in2 S-yy 12.169 in3 ' Title: Job# 339 Dsgnr: Date: 8:12PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 ' tc>1983-99 ENERCALc :\Y 2007 jobs\konstant arch itectu re\07581 358 Description 2nd Floor Framing- (Floor)-2B18 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W8X48 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 16.33 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.33 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.670 k/ft LL k/ft ST k/ft Start Location ft End Location 20.000 ft Point Loads Dead Load 12.856 0.664 9.581 k Live Load k Short Term k Location 0.750 8.000 13.750 ft Summary Beam OK Static Load Case Governs Stress Using:W8X48 section,Span= 16.33ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=1.33ft,LDF= 1.000 Actual Allowable Moment 44.040 k-ft 85.722 k-ft Max.Deflection -0.416 in ' fb:Bending Stress 12.207 ksi 23.760 ksi Length/DL Defl 470.8 : 1 fb/Fb 0.514 : 1 Length/(DL+LL Defl) 470.8 : 1 Shear 19.982 k 48.960 k fv:Shear Stres: 5.877 ksi 14.400 ksi fv/Fv 0.408 : 1 Force &Stress Summary «--These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (a)Center 0)Center Cants Cants Max. M+ 44.04 k-ft 44.04 k-ft ' Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 19.98 k 19.98 k ' Shear @ Right 14.84 k 14.84 k Center Defl. -0.416 in -0.416 0.000 -0.416 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ' Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 19.98 19.98 19.98 k Reaction @ Rt 14,84 14,84 14.84 k Fa calc'd per 1.5-1,K*L/r<Cc ' Section Properties W8X48 Depth 8.500 in Weight 47.89#/ft r-xx 3.612 in ' Width 8.110in I-xx 184.00 in4 r-yy 2.078 in Web Thick 0.400 in I-yy 60.90 in4 Rt 2.230 in Flange Thickness 0.685 in S-xx 43.294 in3 Area 14.10 in2 S-yy 15.018 in3 A - p 7"D tQR'-� k Aa q S LL- xl�1HL\1 L ,q x1b�' t b 1 ;I ;1 f;. Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 (c)1983-99 ENERCALC y:\2, 007 jobs\konstant arch itecture\07581_358 Description 2nd Floor Framing- (Floor)-2B19 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W8X15 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 9.83 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.33 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.261 k/ft ' LL 0.694 k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using:W8X15 section,Span=9.83ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu= 1.33ft,LDF=1.000 ' Actual Allowable Moment 11.724 k-ft 23.438 k-ft Max. Deflection -0.147 in fb:Bending Stress 11.886 ksi 23.760 ksi Length/DL Defl 2,828.5 :1 fb I Fb 0.500 :1 Length/(DL+LL Defl) 805.0 : 1 ' Shear 4.769 k 28.612 k fv:Shear Stres: 2.400 ksi 14.400 ksi fv/Fv 0.167 : 1 ' Force &Stress Summary � «--These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (a)Center (a)Center Cants Cants ' Max.M+ 11.72 k-ft 3.34 11.72 k-ft Max. M- k-ft Max. M @ Left k-ft Max.M @ Right k-ft Shear @ Left 4.77 k 1.36 4.77 k Shear @ Right 4.77 k 1.36 4.77 k Center Defl. -0.147 in -0.042 -0.147 -0.147 0.000 0.000 in Left Cant Defl 0.000 in 0,000 0.000 0,000 0.000 0.000 in Right Cant Deft 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 4.77 1.36 4.77 4.77 k ' Reaction @ Rt 4.77 1.36 4.77 4.77 k Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W8X15 Depth 8.110 in Weight 15.08#/ft r-xx 3.288 in Width 4.015in I-xx 48.00 in4 r-yy 0.876 in Web Thick 0.245 in I-yy 3.41 in4 Rt 1.030 in Flange Thickness 0.315 in S-xx 11.837 in3 ' Area 4.44 in2 S-yy 1.699 in3 1 r � P VZ Lo - p Ur = 10 3�� -� DL 2%5"L LL- }5 1 P, = 233 1 ' 1 ' Title: Job# `(2 Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description 2nd Floor Framing- (Floor)-2B20 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W8X15 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 9.83 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.33 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.285 k/ft LL 0,758 k/ft ST k/ft Start Location ft End Location ft ' Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 0.064 0.064 k Live Load 0.169 0.169 k ' Short Term k Location 1.000 8.833 ft Summary Beam OK ' - Static Load Case Governs Stress Using:W8X15 section,Span=9.83ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=1.33ft,LDF=1.000 Actual Allowable Moment 13.021 k-ft 23.438 k-ft Max. Deflection -0.163 in ' fb:Bending Stress 13.200 ksi 23.760 ksi Length/DL Defl 2,549.0 : 1 fb/Fb 0.556 :1 Length/(DL+LL Defl) 722.4 : 1 Shear 5.435 k 28.612 k fv:Shear Stres; 2.735 ksi 14.400 ksi ' fv/Fv 0.190 : 1 Force &Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max.M+ 13.02 k-ft 3.69 13.02 k-ft ' Max.M- k-ft Max.M @Left k-ft Max.M @ Right k-ft Shear @ Left 5.44 k 1.54 5.44 k ' Shear @ Right 5,44 k 1,54 5.44 k Center Defl. -0.163 in -0.046 -0.163 -0.163 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.44 1.54 5.44 5.44 k Reaction @ Rt 5.44 1.54 5.44 5.44 k ' Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W8X15 Depth 8.110 in Weight 15.08#/ft r-xx 3.288 in ' Width 4.015in I-xx 48.00 in4 r-yy 0.876 in Web Thick 0.245 in I-yy 3.41 in4 Rt 1.030 in Flange Thickness 0.315 in S-xx 11.837 in3 Area 4.44 in2 S-yy 1.699 in3 f 3y3 p 4 CZ �or5 co(- 1 Usb`t 45 Oki P P� = 14 tops 2 3la'A a N`" PL_ fit;lain .` r 24 a 5,2� 2C�Iv, s1,T o(,�/ �tS.2��,+ " :' 1 AOIL ' Title: Job# 3 /Y Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC :\2007'obs\konstant archltecture\07581 358 Description 2nd Floor Framing (Floor)-2621 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x12 Center Span 4.50 ft . . .. .Lu 1.33 ft Beam Width 3,000 in Left Cantilever ft . . .. .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft .. . . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi Full Lengh Uniform Loads Center DL 375.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' f Summary Beam Design OK Span=4.50ft,Beam Width=3.000in x Depth= 11.25in,Ends are Pin-Pin ' Max Stress Ratio 0.272 : 1 Maximum Moment 0.9 k-ft Maximum Shear 1.5 0.7 k Allowable 5.3 k-ft Allowable 2.7 k Max.Positive Moment 0.95 k-ft at 2,250 ft Shear: @ Left 0,84 k ' Max.Negative Moment 0.00 k-ft at 4.500 ft @ Right 0.84 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.010 in Max.M allow 5.29 @ Right 0.000 in ' Reactions... fb 180.00 psi fv 21.90 psi Left DL 0.84 k Max 0.84 k Fb 1,002.63 psi Fv 80.50 psi Right DL 0.84 k Max 0.84k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.007 in -0.007 in Deflection 0.000 in 0.000 in ...Location 2.250 ft 2.250 ft ...Length/Defl 0.0 0.0 ' ...Length/Deft 7,778.0 7,777.98 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 30.250 Le 2.745 ft Sxx 63.281 in3 Area 33.750 in2 Cf 1.000 Rb 6.418 Cl 0.996 Max Moment Sxx Reg:d Allowable fb @ Center 0.95 k-ft 11.36 in3 1,002.63 psi @ Left Support 0.00 k-ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 0.74 k 0.74 k Area Required 9.182 in2 9.182 in2 Fv:Allowable 80.50 psi 80.50 psi Bearing @ Supports Max.Left Reaction 0.84 k Bearing Length Req'd 0.662 in Max.Right Reaction 0.84 k Bearing Length Req'd 0.662 in Title: Job# 7117 Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC y:12007 jobsUnstant architecture\07581 358 Description 2nd Floor Framing (Floor)-21322 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:3.500x11.250 Center Span 17.00 ft . . . . .Lu 1.33 ft Beam Width 3.500 in Left Cantilever ft . . . . .Lu 0.00 ft ' Beam Depth 11.250 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur.Factor 1.150 Fv Allow 285.0 psi ' Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi Full Lengh Uniform Loads Center DL 67.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Point Loads Dead Load 844.0 Ibs 572.0 lbs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs distance 6.750 ft 15.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=17.00ft,Beam Width=3.500in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0.338 : 1 Maximum Moment 6.2 k-ft Maximum Shear" 1.5 2.0 k Allowable 18.3 k-ft Allowable 12.9 k Max.Positive Moment 6.20 k-ft at 6.800 ft Shear: @ Left 1.15 k Max.Negative Moment 0.00 k-ft at 17.000 ft @ Right 1.41 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.573 in ' Max.M allow 18.32 Reactions... @ Right 0.000 in fb 1,007.64 psi fv 51.43 psi Left DL 1.15 k Max 1.15 k Fb 2,977.43 psi Fv 327.75 psi Right DL 1.41 k Max 1.41 k ' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.382 in -0.382 in Deflection 0.000 in 0.000 in ...Location 8.364 ft 8.364 ft ...Length/Deft 0.0 0.0 ' ...Length/Defl 533.9 533.95 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 20.444 Le 2.745 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.000 Rb 5.501 Cl 0.996 ' Max Moment Sxx Req'd Allowable fb @ Center 6.20 k-ft 24.99 in3 2,977.43 psi @ Left Support 0.00 k-ft 0.00 in3 2,990.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,910,10 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.63 k 2.03 k Area Required 4.972 in2 6.179 in2 Fv:Allowable 327.75 psi 327.75 psi Bearing @ Supports Max. Left Reaction 1.15 k Bearing Length Req'd 0.436 in Max. Right Reaction 1.41 k Bearing Length Req'd 0.537 in ' Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC :\2007 jobs\konstant architecture\07581 358 Description 2nd Floor Framing (Floor)- 21323 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 12.7x11.25 Center Span 16.33 ft . . .. .Lu 1.33 ft Beam Width 12.700 in Left Cantilever ft .. .. .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur.Factor 1,150 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi Full Lengh Uniform Loads Center DL 70.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Trapezoidal Loads #1 DL @ Left 456.00 #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 456.00 #/ft LL @ Right #/ft End Loc 5.916 ft #2 DL @ Left 100.00 #/ft LL @ Left #/ft Start Loc 5.916 ft DL @ Right 100.00 #/ft LL @ Right #/ft End Loc 10.416 ft #3 DL @ Left 456.00 #/ft LL @ Left #/ft Start Loc 10.416 ft DL @ Right 456.00 #/ft LL @ Right #/ft End Loc 13.667 ft ' #4 DL @ Left 100.00 #/ft LL @ Left #/ft Start Loc 13.667 ft DL @ Right 100.00 #/ft LL @ Right #/ft End Loc 16.330 ft ' Point Loads Dead Load 1,409.0lbs 1,409.0lbs 752.0lbs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 5.916 ft 10.416 ft 13.667 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span=16.33ft,Beam Width=12.700in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0.309 ; 1 Maximum Moment 20.6 k-ft Maximum Shear" 1.5 6.8 k Allowable 66.7 k-ft Allowable 46.8 k Max.Positive Moment 20.60 k-ft at 8.426 ft Shear: @ Left 4.95 k ' Max.Negative Moment 0.00 k ft at 0.000 ft @Right 4.66 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.532 in Max.M allow 66.75 Reactions... @ Right 0.000 in ' fb 922.99 psi fv 47.31 psi Left DL 4.95 k Max 4.95 k Fb 2,990.00 psi Fv 327.75 psi Right DL 4.66 k Max 4.66 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.355 in -0.355 in Deflection 0.000 in 0.000 in ...Location 8.165 ft 8.165 ft ...Length/Deft 0.0 0.0 ...Length/Deft 552.6 552.58 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 ' Title: Job# () Dsgnr: Date: 8:12PM, 1 NOV 07 Y Description Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 2 ' (c)1983-99 ENERCALC y:\2007'obsUnstant arch itecture\07581 358 Description 2nd Floor Framing (Floor)-21323 Stress Calcs Bending Analysis Ck 20.444 Le 2.745 ft Sxx 267.891 in3 Area 142.875 in2 Cf 1.000 Rb 1.516 CI 0.000 Max Moment Sxx Reg'd Allowable fb @ Center 20.60 k-ft 82.70 in3 2,990.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,990.00 psi @ Right Support 0,00 k-ft 0.00 in3 2,990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.70 k 6.76 k Area Required 20.444 in2 20.623 in2 Fv:Allowable 327.75 psi 327.75 psi Bearing @ Supports Max.Left Reaction 4.95 k Bearing Length Req'd 0.519 in Max.Right Reaction 4.66 k Bearing Length Req'd 0.489 in w 1- �- 2c7�-�► Eta i 1 _ 1 �1 :1 ,1 `1 ' Title: Job# 3 4 Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,W032 General Timber Beam Page 1 (c)1983-99 ENERCALC y:\22007 jobs\konstant architecture\07581 358 Description 2nd Floor Framing (Floor)-2624 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:3.500x9.250 Center Span 16.41 ft . . .. .Lu 1.33 ft Beam Width 3,500 in Left Cantilever ft . . .. .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . . .. .Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur.Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi ' Full Lengh Uniform Loads Center DL 104.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=16.41ft,Beam Width=3.500in x Depth=9.25in, Ends are Pin-Pin Max Stress Ratio 0.325 : 1 Maximum Moment 3.5 k-ft Maximum Shear* 1.5 1.2 k Allowable 10.8 k-ft Allowable 9.2 k Max.Positive Moment 3.50 k-ft at 8.206 ft Shear: @ Left 0.85 k Max.Negative Moment 0.00 k-ft at 16.413 ft @ Right 0.85 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.581 in Max.M allow 10.78 @ Right 0.000 in ' Reactions... fb 841.98 psi fv 36.06 psi Left DL 0.85 k Max 0.85 k Fb 2,592.35 psi Fv 285.00 psi Right DL 0.85 k Max 0.85 k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.387 in -0.387 in Deflection 0.000 in 0.000 in ...Location 8.206 ft 8.206 ft ...Length/Deft 0.0 0.0 ' ...Length/Dell 508.7 508.72 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 21.924 Le 2.745 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.000 Rb 4.988 CI 0.997 Max Moment Sxx Req'd Allowable fb ' @ Center 3.50 k-ft 16.21 in3 2,592.35 psi @ Left Support 0.00 k-ft 0.00 in3 2,600.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.17 k 1.17 k Area Required 4.097 in2 4.097 in2 Fv:Allowable 285.00 psi 285.00 psi ' Bearing @ Supports Max.Left Reaction 0.85 k Bearing Length Req'd 0.325 in Max.Right Reaction 0.85 k Bearing Length Req'd 0.325 in I F1oov- T aL. c,�s� I 0p5_ p I i 1 LL- LA-- g b"' 2-0 L� 2" C1 Jg% C�br, I 2"TT(T`z o,i I r 4A,/_ Imoo'- Pz BSI Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description r Scope Rev:510300 User:KW-0603074.Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ., (o>1s33-ss erleRcn�c 02007 obs\konstant architecture\07581 358 Description 2nd Floor Framing- (Floor)-Joist Check ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements. Section Name 2x8 Center Span 9.83 ft . ....Lu 1.33 ft Beam Width 1.500 in Left Cantilever ft . .. ..Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft ...Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi Repetitive Member E 1,400.0 ksi Full Lengh Uniform Loads Center DL 73.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=9.83ft,Beam Width=1.500in x Depth=7.25in,Ends are Pin-Pin ' Max Stress Ratio 0.676 :,1 Maximum Moment 0.9 k-ft Maximum Shear* 1.5 0.5 k Allowable 1.3 k-ft Allowable 0.8 k Max.Positive Moment 0.88 k-ft at 4.916 ft Shear: @ Left 0.36 k ax.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.36 k ax @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.345 in ' Max.M allow 1.31 Reactions... @ Right 0.000 in fb 805.69 psi fv 43.56 psi Left DL 0.36 k Max 0.36 k Fb 1,192.00 psi Fv 70.00 psi Right DL 0.36 k Max 0.36k Deflections Center Span... Dead Load Total Load Left.Cantilever... Dead Load Total Load Deflection -0.230 in -0.230 in Deflection 0.000 in 0.000 in ...Location 4.916 ft 4.916 ft ...Length/Deft 0.0 0.0 ' ...Length/Deft 512.5 512.48 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 32.440 Le 2.745 ft Sxx 13.141 in3 Area 10.875 in2 Cf 1.200 Rb 10.304 Cl 0.987 Max Moment Sxx Read Allowable fb ' @ Center 0.88 k-ft 8.88 in3 1;192.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,207.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.47 k 0.47 k Area Required 6.768 in2 6.768 in2 Fv:Allowable 70.00 psi 70.00 psi Bearing @ Supports Max.Left Reaction 0.36 k Bearing Length Req'd 0.563 in Max.Right Reaction 0.36 k Bearing Length Req'd 0.563 in ' Title: Job# Dsgnr: Date: 5:OOPM,. 23 OCT 07 Description Scope Rev: 510300 - user:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Single Span Beam Analysis Page 1 (c)1983-99 ENERcaLc :12007 jobs\konstant architecture\07581 358 Description 2nd Floor Framing -2TG3 analysis Generallnformation Center Span 15.58 ft Moment of Inertia 1,000.000 in4 ' Left Cantilever ft Elastic Modulus 29,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads ' On Center Span... On Left Cantilever... On Right Cantilever... #1 0.073 k/ft #1 k/ft #1 k/ft Point Loads ' Magnitude 8.479 k 0.148 k k k k Location 0.583 ft 11.916 ft ft ft ft ' Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft ., Shear 8.77 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary - Moments... Shears... Reactions... Max+@ Center 5.51 k-ft at 3.93 ft @ Left 8.77 k @ Left 8.77 k Max-@ Center 0.00 k-ft at 15.58 ft @ Right 1.00 k @ Right 1.00 k ' @ Left Cant 0.00 k-ft Maximum 8.77 k @ Right Cant 0.00 k-ft Deflections... @ Center -0.008 in at .7.21 ft Maximum = 5.51 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft a t >1 lit bL s LL- S� E LL VI"j PI Wit L— Si_oY ' Title: Job# 1.5 Y Dsgnr: Date: 4:56PM, 23 OCT 07 Description ' Scope: ey 510300 Page 1 User:KW-0803874,Ver 5.1.3,22-Jun-1999,Win32 Single Span Beam Analysis - ' [�R c)1983-99 ENERCALC A2007 jobS\kOrlStBflt BrChlteCtUre��7581 358 Description 2nd Floor Framing -2TG4 analysis General Information Center Span 15.08 ft Moment of Inertia 1,000.000 in4 ' Left Cantilever ft Elastic Modulus 29,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin Point Loads ' Magnitude 0.795 k 0.795 k k k k Location 11.330 ft 14.330 ft ft ft ft Trapezoidal Loads Magnitude @ Left 1.043 k/ft 0.073 k/ft 1.043 k/ft k/ft Magnitude @ Right 1.043 k/ft 0.073 k/tt 1.043 k/ft k/ft ' Dist.To Left Side ft 11.330 ft 14.330 ft ft Dist.To Right Side 11.330 ft 14.333 ft 15.083 ft ft Query Values tCenter Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear ' 7.67 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary Moments... Shears... Reactions... Max+@ Center 28.19 k-ft at 7.35 ft @ Left 7.67 k @ Left 7.67 k Max-@ Center 0.00 k-ft at 0.00 ft @ Right 6.74 k @ Right 6.74 k Maximum 7.67 k ' @ Left Cant 0.00 k-ft @ Right Cant 0.00 k-ft Deflections... @ Center -0.039 in at 7.47 ft Maximum = 28.19 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft i E 1 � 0k bp`c I LL GcvA lle 1 P, issO ISO L LT G-Q V YC -►. QL - 216 S"/c ' LL- 5���� i P� Pz L L7' Pz = L 1 b 1 1 ya 1 w .Roov r Q 3 p L 20 �` LL- Sat �0S3r `lqSAOr 1 M� a t < i Lo-� sr,—O �A- `toms- � } op r; 291 ti 2�Z 1 - I F, � , 21rt3 i 3g3�1 y� I i �� ' Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 -3 S� Description ' Scope Rev: 510300 User:KW-0603874,Ver 5A.3,22-Jun-1999,Win32 General Timber Beam Y� Page 1 ' (c)1983-99 ENERCALC \2007 Jobs\konstant architecture\07581 358 Description 2nd Floor Framing (headers)-2H1 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3-2x10 Center Span 2.66 ft . . . . .Lu 2.67 ft Beam Width 4,500 in Left Cantilever ft . . .. .Lu 0.00 ft ' Beam Depth 9.250 in Right Cantilever ft .. .. .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 70.0 psi ' Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 525.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summa1 J Beam Design OK Span=2.66ft,Beam Width=4.500in x Depth=9.25in,Ends are Pin-Pin ' Max Stress Ratio 0.359 ; 1 Maximum Moment 0.5 k-ft Maximum Shear" 1.5 1.0 k Allowable 5.6 k-ft Allowable 2.9 k Max.Positive Moment 0,46 k-ft at 1,330 ft Shear: @ Left 0.70 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.70 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.002 in Max.M allow 5.60 @ Right 0.000 in ' Reactions... fb 86.83 psi fv 25.16 psi Left DL 0.70 k Max 0.70 k Fb 1,047.16 psi Fv 70.00 psi Right DL 0.70 k Max 0.70k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.001 in -0.001 in Deflection 0.000 in 0.000 in ...Location 1.330 ft 1.330 ft ...Length/Deft 0.0 0.0 ' ...Length/Deft 22,428.0 22,427.99 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 32.440 Le 5.492 ft Sxx 64.172 in3 Area 41.625 in2 Cf 1.200 Rb 5.488 Cl 0.997 Max Moment Sxx Reo'd Allowable fb ' @ Center 0.46 k-ft 5.32 in3 1,047.16 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 1.05 k 1.05 k Area Required 14.962 in2 14.962 in2 Fv:Allowable 70.00 psi 70.00 psi Bearing @ Supports Max.Left Reaction 0.70 k Bearing Length Req'd 0.365 in Max.Right Reaction 0.70 k Bearing Length Req'd 0.365 in ' Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 (oo Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581_358 Description 2nd Floor Framing (headers)-2H2 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:5.250x9.250 Center Span 9.75ft . . . ..Lu 9.75 ft Beam Width 5.250 in Left Cantilever ft . . . ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . . . ..Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,Microl-am 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi ' Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi Full Lengh Uniform Loads Center DL 525.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=9.75ft,Beam Width=5.250in x Depth=9.25in,Ends are Pin-Pin ' Max Stress Ratio 0.388 : 1 Maximum Moment 6.2 k-ft Maximum Shear* 1.5 3.3 k Allowable 16.1 k-ft Allowable 13.8 k Max.Positive Moment 6.24 k-ft at 4,875 ft Shear: @ Left 2,56 k ' Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.56 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.243 in Reactions...' Max. M allow 16.07 @ Right 0.000 in fb 999.93 psi fv 67.04 psi Left DL 2.56 k Max 2.56 k Fb 2,575.06 psi Fv 285.00 psi Right DL 2.56 k Max 2.56 k Deflections 1 Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.162 in -0.162 in Deflection 0.000 in 0.000 in ...Location 4.875 ft 4.875 ft ...Length/Deft 0.0 0.0 ' ...Length/Deft 721.1 721.10 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs 1 Bending Analysis Ck 21.924 Le 18.100 ft Sxx 74.867 in3 Area 48.563 in2 Cf 1.000 Rb 8.539 Cl 0.990 Max Moment Sxx Read Allowable fb ' @ Center 6.24 k-ft 29.07 in3 2,575.06 psi @ Left Support 0.00 k-ft 0.00 in3 2,600.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.26 k 3.26 k Area Required 11.423 in2 11.423 in2 Fv:Allowable 285.00 psi 285.00 psi Bearing @ Supports Max.Left Reaction 2.56 k Bearing Length Req'd 0.650 in Max.Right Reaction 2.56 k Bearing Length Req'd 0.650 in ' Title: Job# t Dsgnr: Date: 9:06PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC :\2007 f obs\konstant arch itectureN07581_358 Description 2nd Floor Framing (headers)-2H2.A ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3-2x10 Center Span 7.08 ft . . . . .Lu 7.08 ft Beam Width 4.500 in Left Cantilever ft .. . . .Lu 0.00 ft ' Beam Depth 9.250 in Right Cantilever ft .. . . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 525.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary Beam Design OK Span=7.08ft,Beam Width=4.500in x Depth=9.25in,Ends are Pin-Pin ' Max Stress Ratio 0.750 : 1 Maximum Moment 3.3 k-ft Maximum Shear" 1.5 2.2 k Allowable 5.6 k-ft Allowable 2.9 k Max.Positive Moment 3,29 k-ft at 3,541 ft Shear: @ Left 1,86 k Max.Negative Moment 0.00 k-ft at 7.083 ft @ Right 1.86 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.107 in Max. M allow 5.57 Reactions... @ Right 0.000 in fb 615.66 psi fv 52.53 psi Left DL 1.86 k Max 1.86 k Fb 1,042.32 psi Fv 70.00 psi Right DL 1.86 k Max 1.86k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.072 in -0.072 in Deflection 0.000 in 0.000 in ...Location 3.541 ft 3.541 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,187.9 1,187.91 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 32.440 Le 13.781 ft Sxx 64.172 in3 Area 41.625 in2 Cf 1.200 Rb 8.693 Cl 0.993 Max Moment Sxx Reg'd Allowable fb ' @ Center 3.29 k-ft 37.90 in3 1,042.32 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 2.19 k 2.19 k Area Required 31.236 in2 31.236 in2 Fv:Allowable 70.00 psi 70.00 psi Bearing @ Supports Max.Left Reaction 1.86 k Bearing Length Req'd 0.972 in Max.Right Reaction 1.86 k Bearing Length Req'd 0.972 in 1 3�2 Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description 2nd Floor Framing (headers)-2H3 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements r Section Name LVL:5.250x9.250 Center Span 4.00 ft . .. . .Lu 4.00 ft Beam Width 5.250 in Left Cantilever ft . . .. .Lu 0.00 ft ' Beam Depth 9.250 in Right Cantilever ft . . .. .Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur.Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi Full Lengh Uniform Loads Center DL 525.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Point Loads Dead Load 5,770.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ' distance 2.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft O.00b ft Summary Beam Design OK ' Span=4,00ft,Beam Width=5.250in x Depth=9.25in, Ends are Pin-Pin Max Stress Ratio 0.422 : 1 Maximum Moment 6.8 k-ft Maximum Shear* 1.5 5.3 k Allowable 16.2 k-ft Allowable 13.8 k Max.Positive Moment 6.82 k-ft at 2.000 ft Shear: @ Left 3.93 k Max.Negative Moment 0.00 k-ft at 4.000 ft @ Right 3.93 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.037 in Max. M allow 16.16 Reactions... @ Right 0.000 in fb 1,093.14 psi fv 109.09 psi Left DL 3.93 k Max 3.93 k Fb 2,589.61 psi Fv 285.00 psi Right DL 3.93 k Max 3.93 k ' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.025 in -0.025 in Deflection 0.000 in 0.000 in ...Location 2.000 ft 2.000 ft ...Length/Dell 0.0 0.0 ' ...Length/Deft 1,935.2 1,935.25 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 ' Stress Calcs Bending Analysis Ck 21.924 Le 8,237 ft Sxx 74,867 in3 Area 48,563 in2 Cf 1.000 Rb 5.761 Cl 0.996 ' Max Moment Sxx Req'd Allowable fb @ Center 6.82 k-ft 31.60 in3 2,589.61 psi @ Left Support 0.00 k-ft 0.00 in3 2,600.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.30 k 5.30 k Area Required 18.588 in2 18.588 in2 Fv:Allowable 285.00 psi 285.00 psi ' Bearing @ Supports Max.Left Reaction 3.93 k Bearing Length Req'd 0.999 in Max.Right Reaction 3.93 k Bearing Length Req'd 0.999 in Z 2Ns 10 UAA- #/(N 2 ' Title: Job# 3�14 Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope: Rev:510300 A User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC 02007 jobs\konstant architecture\07581 358 Description 2nd Floor Framing (headers)-2H4 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3-2x10 Center Span 5.83ft . . . . .Lu 5.83 ft ' Beam Width 4.500 in Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi Full Lengh Uniform Loads Center DL 260.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary Beam Design OK Span=5.83ft,Beam Width=4.500in x Depth=9.25in,Ends are Pin-Pin ' Max Stress Ratio 0.287 : 1 Maximum Moment 1.1 k-ft Maximum Shear* 1.5 0.8 k Allowable 5.6 k-ft Allowable 2.9 k Max.Positive Moment 1,11 k-ft at 2.916 ft Shear: @ Left 0.76 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.76 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.024 in ' Max.M allow 5.58 Reactions... @ Right 0.000 in fb 206.78 psi fv 20.11 psi Left DL 0.76 k Max 0.76 k Fb 1,043.57 psi Fv 70.00 psi Right DL 0.76 k Max 0.76k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.016 in -0.016 in Deflection 0.000 in 0.000 in ...Location 2.916 ft 2.916 ft ...Length/Deft 0.0 0.0 ' ...Length/Deft 4,294.8 4,294.82 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 32.440 Le 11.757 ft Sxx 64.172 in3 Area 41.625 in2 Cf 1.200 Rb 8.030 Cl 0.994 Max Moment Sxx Reo'd Allowable fb ' @ Center 1.11 k-ft 12.72 in3 1,043.57 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 0.84 k 0.84 k Area Required 11.959 in2 11.959 in2 Fv:Allowable 70.00 psi 70.00 psi Bearing @ Supports Max.Left Reaction 0.76 k Bearing Length Req'd 0.396 in Max.Right Reaction 0.76 k Bearing Length Req'd 0.396 in ' Title: Job# 365 Dsgnr: Date: 8:12PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description 2nd Floor Framing (headers)-21­15 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3-2x10 Center Span 5.83 ft .. . . .Lu 5.83 ft Beam Width 4,500 in Left Cantilever ft . . . ..Lu 0.00 ft ' Beam Depth 9.250 in Right Cantilever ft . .. . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi Full Lengh Uniform Loads Center DL 488.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=5.83ft,Beam Width=4.500in x Depth=9.25in,Ends are Pin-Pin ' Max Stress Ratio 0.539 : 1 Maximum Moment 2.1 k-ft Maximum Shear* 1.5 1.6 k Allowable 5.6 k-ft Allowable 2.9 k Max.Positive Moment 2,08 k-ft at 2,916 ft Shear: @ Left 1.42 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.42 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.046 in Max.M allow 5.58 @ Right 0.000 in ' Reactions... fb 388.11 psi fv 37.75 psi Left DL 1.42 k Max 1.42 k Fb 1,043.57 psi Fv 70.00 psi Right DL 1.42 k Max 1.42 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.031 in -0.031 in Deflection 0.000 in 0.000 in ...Location 2.916 ft 2.916 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,288.2 2,288.23 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 32.440 Le 11.757 ft Sxx 64.172 in3 Area 41.625 in2 Cf 1.200 Rb 8.030 Cl 0.994 Max Moment Sxx Reg'd Allowable fb ' @ Center 2.08 k-ft 23.87 in3 1,043.57 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.57 k 1.57 k Area Required 22.447 in2 22.447 in2 Fv:Allowable 70.00 psi 70.00 psi ' Bearing @ Supports Max.Left Reaction 1.42 k Bearing Length Req'd 0.744 in Max.Right Reaction 1.42 k Bearing Length Req'd 0.744 in ' 366 Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC y:\2. 007 jobs\konstant architecture\07581 358 Description 2nd Floor Framing (headers)-2H6 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3-2x10 Center Span 3.00 ft . . . . .Lu 3.00 ft Beam Width 4.500 in Left Cantilever ft . .. . .Lu 0.00 ft ' Beam Depth 9.250 in Right Cantilever ft . .. . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.000 Fv Allow 70.0 psi ' Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 784.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary _j Beam Design OK Span=3.001t,Beam Width=4.500in x Depth=9.25in,Ends are Pin-Pin ' Max Stress Ratio 0.295 : 1 Maximum Moment 0.9 k-ft Maximum Shear* 1.5 0.9 k Allowable 5.6 k-ft Allowable 2.9 k Max.Positive Moment 0,88 k-ft at 1,500 ft Shear: @ Left 1,18 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.18 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.005 in Max.M allow 5.60 Reactions... @ Right 0.000 in fb 164.93 psi fv 20.68 psi Left DL 1.18 k Max 1.18 k Fb 1,046.79 psi Fv 70.00 psi Right DL 1.18 k Max 1.18k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.003 in Deflection 0.000 in 0.000 in ...Location 1.500 ft 1.500 ft ...Length/Deft 0.0 0.0 ...Length/Defl 10,469.2 10,469.23 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 32.440 Le 6.178 ft Sxx 64.172 in3 Area 41.625 in2 Cf 1.200 Rb 5.820 Cl 0.997 Max Moment Sxx Req'd Allowable fb @ Center 0.88 k-ft 10.11 in3 1,046.79 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 0.86 k 0.86 k Area Required 12.298 in2 12.298 in2 Fv:Allowable 70.00 psi 70.00 psi ' Bearing @ Supports Max.Left Reaction 1.18 k Bearing Length Req'd 0.615 in Max. Right Reaction 1.18 k Bearing Length Req'd 0.615 in t Title: Job# 6 Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope: Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description 2nd Floor Framing (headers)-2H7 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3-2x10 Center Span 5.00 ft .. .. .Lu 5.00 ft Beam Width 4.500 in Left Cantilever ft .. . ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . .. ..Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 709.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary Beam Design OK Span=5.00ft,Beam Width=4.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.635 : 1 ' Maximum Moment 2.2 k-ft Maximum Shear* 1.5 1.9 k Allowable 5.6 k-ft Allowable 2.9 k Max. Positive Moment 2,22 k-ft at 2.500 ft Shear: @ Left 1.77 k II ' Max. Negative Moment 0.00 k-ft at 5.000 ft @ Right 1.77 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.036 in Max. M allow 5.59 @ Right 0.000 in ' Reactions... fb 414.32 psi fv 44.46 psi Left DL 1.77 k Max 1.77 k Fb 1,044.44 psi Fv 70.00 psi Right DL 1.77 k Max 1.77k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.024 in -0.024 in Deflection 0.000 in 0.000 in ...Location 2.500 ft 2.500 ft ...Length/Dell 0.0 0.0 ' ...Length/Defl 2,500.6 2,500.57 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 32.440 Le 10.296 ft Sxx 64.172 in3 Area 41.625 in2 Cf 1.200 Rb 7.514 Cl 0.995 Max Moment Sxx Req'd Allowable fb @ Center 2.22 k-ft 25.46 in3 1,044.44 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysis @ Left Support @ Right Support ' Design Shear 1.85 k 1.85 k Area Required 26.436 in2 26.436 in2 Fv:Allowable 70.00 psi 70.00 psi ' Bearing @ Supports Max.Left Reaction 1.77 k Bearing Length Req'd 0.927 in Max.Right Reaction 1.77 k Bearing Length Req'd 0.927 in � . 1 � e 2 Nl (Atic l 2'- f21 i 2�r 2 �= 2qb�►� a 1 P3my�3 L i- o ill 2L-q i-p 1 �-tIwk Sd°`` 1 34 ; t i 1 ' Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description 2nd Floor Framing (headers)-2H8 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:5.250x9.250 Center Span 8.00 ft . . . ..Lu 8.00 ft ' Beam Width 5.250 in Left Cantilever ft . . . ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ..Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi ' Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi ' Trapezoidal Loads #1 DL @ Left 765.00 #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 765.00 #/ft LL @ Right #/ft End Loc 2.000 ft 42 DL @ Left 307.00 #/ft LL @ Left #/ft Start Loc 2.000 ft DL @ Right 307.00 #/ft LL @ Right #/ft End Loc 6.000 ft #3 DL @ Left 765.00 #/ft LL @ Left #/ft Start Loc 6.000 ft DL @ Right 765.00 #/ft LL @ Right #/ft End Loc 8.000 ft Point Loads Dead Load 413.0 Ibs 826.0lbs 413.0lbs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 2.000 ft 4,000 ft 6,000 ft 0,000 ft 0.000 ft 0,000 ft 0,000ft Summary Beam Design OK Span=8.00ft,Beam Width=5.250in x Depth=9.25in,Ends are Pin-Pin ' Max Stress Ratio 0.364 : 1 Maximum Moment 5.9 k-ft Maximum Shear` 1.5 3.6 k Allowable 16.1 k-ft Allowable 13.8 k Max.Positive Moment 5,85 k-ft at 4,000 ft Shear: a@ Left 2,97 k ' Max. Negative Moment 0.00 k-ft at 8.000 ft @ Right 2.97 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.151 in Max.M allow 16.09 Reactions... @ Right 0.000 in fb 937.67 psi fv 73.59 psi Left DL 2.97 k Max 2.97 k Fb 2,579.51 psi Fv 285.00 psi Right DL 2.97 k Max 2.97 k ' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.101 in -0.101 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length/Deft 0.0 0.0 ' ...Length/Dell 955.2 955.21 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 1 ' Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description ' Scope Rev: 510300 Page 2 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 General Timber Beam g (c)1983-99 ENERCALC :\2007 f Obs\konstant archltecture\07581 358 Description 2nd Floor Framing (headers)-2H8 Stress Calcs Bending Analysis Ck 21.924 Le 15.266 ft Sxx 74.867 in3 Area 48.563 in2 ' Cf 1.000 Rb 7.843 CI 0.992 Max Moment Sxx Reg'd Allowable fb @ Center 5.85 k-ft 27.21 in3 2,579.51 psi @ Left Support 0.00 k-ft 0.00 in3 2,600.00 psi ' @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.57 k 3.57 k Area Required 12.539 in2 12.539 in2 ' Fv:Allowable 285.00 psi 285.00 psi Bearing @ Supports Max.Left Reaction 2.97 k Bearing Length Req'd 0.754 in Max. Right Reaction 2.97 k Bearing Length Req'd 0.754 in ' Title: Job# 3 Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope: Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description 2nd Floor Framing (headers)-2H9 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:5.250x9.250 Center Span 4.00ft . . . ..Lu 4.00 ft Beam Width 5.250 in Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . .Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,Microl-am 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi Trapezoidal Loads ' #1 DL @ Left 791.00 #/ft LL @ Left #/ft Start Loc 0:000 ft DL @ Right 791.00 #/ft LL @ Right #/ft End Loc 0.500 ft #2 DL @ Left 436.00 #/ft LL @ Left #/ft Start Loc 0.500 ft ' DL @ Right 436.00 #/ft LL @ Right #/ft End Loc 3.500 ft #3 DL @ Left 791.00 #/ft LL @ Left #/ft Start Loc 3.500 ft DL @ Right 791.00 #/ft LL @ Right #/ft End Loc 4.000 ft ' Point Loads Dead Load 532.0 Ibs 5,770.0 Ibs 532.0lbs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 0.500 ft 2,000 ft 3,500 ft 0,000 ft 0,000 ft 0,000 ft 0,000ft ' Summary Beam Design OK Span=4.00ft,Beam Width=5.250in x Depth=9.25in,Ends are Pin-Pin ' Max Stress Ratio 0.430 : 1 Maximum Moment 7.0 k-ft Maximum Shear* 1.5 5.1 k Allowable 16.2 k-ft Allowable 13.8 k Max.Positive Moment 6.95 k-ft at 2,000 ft Shear: @ Left 4,47 k Max.Negative Moment 0.00 k-ft at 4.000 ft @ Right 4.47 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.038 in Max. M allow 16.16 @ Right 0.000 in ' Reactions... fb 1,114.35 psi fv 105.70 psi Left DL 4.47 k Max 4.47 k Fb 2,589.61 psi Fv 285.00 psi Right DL 4.47 k Max 4.47 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.026 in -0.026 in Deflection 0.000 in 0.000 in ...Location 2.000 ft 2.000 ft ...Length/Deft 0.0 0.0 ' ...Length/Deft 1,873.3 1,873.34 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 I 3�2 ' Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description ' Scope: Rev:510300 Page 2 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam g ' (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description 2nd Floor Framing (headers)-2119 ' Stress Calcs Bending Analysis Ck 21.924 Le 8.237 ft Sxx 74.867 in3 Area 48.563 in2 ' Cf 1.000 Rb 5.761 Cl 0.996 Max Moment Sxx Reo'd Allowable fb @ Center 6.95 k-ft 32.22 in3 2,589.61 psi @ Left Support 0.00 k-ft 0.00 in3 2,600.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.13 k 5.13 k Area Required 18.011 in2 18.011 in2 Fv:Allowable 285.00 psi 285.00 psi Bearing @ Supports Max.Left Reaction 4.47 k Bearing Length Req'd 1.134 in Max.Right Reaction 4.47 k Bearing Length Req'd 1.134 in ' Title: Job# Dsgnr: Date: 8:12PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC y:\22007 lobs\konstant architecture\07581 358 Description 2nd Floor Framing (headers)-2H10 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3-2x10 Center Span 8.25 ft . .. . .Lu 8.25 ft Beam Width 4,500 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . . .. .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.000 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi Full Lengh Uniform Loads ' Center DL 294.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary Beam Design OK Span=8.25ft,Beam Width=4.500in x Depth=9.25in,Ends are Pin-Pin ' Max Stress Ratio 0.509 ; 1 Maximum Moment 2.5 k-ft Maximum Shear 1.5 1.5 k Allowable 5.6 k-ft Allowable 2.9 k Max.Positive Moment 2,50 k-ft at 4,125 ft Shear: @ Left 1.21 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.21 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.111 in Max.M allow 5.57 Reactions... @ Right 0.000 in fb 467.74 psi fv 35.66 psi Left DL 1.21 k Max 1.21 k Fb 1,041.11 psi Fv 70.00 psi Right DL 1.21 k Max 1.21 k Deflections Center Span... Dead Load 0.074 in Total -0.074 in Left CantileveDeflection r... Dead Load 0.000 in Total Load O 000 in ...Location 4.125 ft 4.125 ft ...Length/Deft 0.0 0.0 ...Length/Defl 1,342.4 1,342.41 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Caics ' Bending Analysis Ck 32.440 Le 15.671 ft Sxx 64.172 in3 Area 41.625 in2 Cf 1.200 Rb 9.270 Cl 0.992 Max Moment Sxx Reo'd Allowable fb @ Center 2.50 k-ft 28.83 in3 1,041.11 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 1.48 k 1.48 k Area Required 21.206 in2 21.206 in2 Fv:Allowable 70.00 psi 70.00 psi ' Bearing @ Supports Max.Left Reaction 1.21 k Bearing Length Req'd 0.634 in Max.Right Reaction 1.21 k Bearing Length Req'd 0.634 in t t _ f j 2 , 1 .`1 t Title: Job# Dsgnr: Date: 8:11 PM, 1 NOV 07 Description ' Scope Rev:510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC :\2007 Obs\konstant Brchltecture\07581 358 Description 2nd Floor Framing (headers)-2H11 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:5.250x11.250 Center Span 13.33 ft . . . ..Lu 1.33 ft Beam Width 5.250 in Left Cantilever ft . . . ..Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . . .Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,Parallam 2.0E Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000.0 ksi ' Full Lengh Uniform Loads Center DL 1,004.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary -T Beam Design OK Span=13.33ft,Beam Width=5.250in x Depth=11.25in, Ends are Pin-Pin Max Stress Ratio 0.835 : 1 Maximum Moment 22.3 k-ft Maximum Shear* 1.5 8.7 k Allowable 26.7 k-ft Allowable 17.1 k Max.Positive Moment 22,30 k-ft at 6.665 ft Shear: @ Left 6.69 k ' Max.Negative Moment 0.00 k-ft at 13.330 ft @ Right 6.69 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.859 in Max.M allow 26.72 Reactions... @ Right 0.000 in fb 2,416.42 psi fv 146.83 psi Left DL 6.69 k Max 6.69 k Fb 2,895.23 psi Fv 290.00 psi Right DL 6.69 k Max 6.69k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.572 in -0.572 in Deflection 0.000 in 0.000 in ...Location 6.665 ft 6.665 ft ...Length/Deft 0.0 0.0 ' ...Length/Deft 279.4 279.42 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs 1 Bending Analysis Ck 21.298 Le 2.739 ft Sxx 110.742 in3 Area 59.063 in2 Cf 1.000 Rb 3.663 Cl 0.998 ' Max Moment Sxx Req'd Allowable fb @ Center 22.30 k-ft 92.43 in3 2,895.23 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 8.67 k 8.67 k Area Required 29.905 in2 29.905 in2 Fv:Allowable 290.00 psi 290.00 psi Bearing @ Supports Max.Left Reaction 6.69 k Bearing Length Req'd 1.961 in Max. Right Reaction 6.69 k Bearing Length Req'd 1.961 in t - � 9 1 - 4 V CoO L Pa kk 2 k 51Z ¢s &AZ5 W. 6oL y S . , I _, I e in Title: Job# Dsgnr: Date: 8:11PM, 1 NOV 07 Description Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Timber Column Design Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itecture\07581 358 Description 2nd Floor Framing- (2)2X6 post General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 2-2x6 Total Column Height 10.33 ft Le XX for Axial^ 10.33 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 10.33 ft ' Column Depth 5.50 in Fc 725.00 psi Lu XX for Bending 10.33 ft Width 3.00 in Fb 675.00 psi Sawn E-Elastic Modulus 1,200 ksi Spruce-Pine-Fir,Stud Loads Dead Load Live Load Short Term Load Axial Load 3,250.00lbs 0.00 Ibs 0.00 Ibs Eccentricity 0.000in Summary Column OK ' Using : 2-2x6, Width= 3.00in, Depth= 5.50in, Total Column Ht= 10.33ft DL+LL DL+LL+ST DL+ST fc:Compression 196.97 psi 196.97 psi 196.97 psi ' Fc:Allowable 197.81 psi 197.81 psi 197.81 psi fbx :Flexural 0.00 psi 0.00 psi 0.00 psi F'bx:Allowable 868.16 psi 868.16 psi 868.16 psi Interaction Value 0.9958 0.9958 0.9958 Stress Details Fc:X-X 197.81 psi Max k*Lu/d 50.00 Fc:Y-Y 197.81 psi Actual k*Lu/d 27.30 F'c:Allowable 197.81 psi Min.Allow k*Lu/d 11.00 F'c:Allow*Load Dur Factor 197.81 psi Cf:Bending 1.300 F'bx 868.16 psi Rb:(Le d/bA2)A.5 11.806 F'bx*Load Duration Factor 868.16 psi Cf:Axial 1.100 Axial X-X k Lu/d 22.54 Axial Y-Y k Lu/d 41.32 •�}� Title: Job# Dsgnr: Date: 8:11 PM, 1 NOV 07 Description ' Scope: Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Timber Column Design Page 1 (c)1983-99 ENERCALC y:\2007 Obs\konstant Brchltecture\07581 358 Description 2nd Floor Framing- (3)2X6 post ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 3-2x6 Total Column Height 10.33 ft Le XX for Axial 10.33 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 10.33 ft Column Depth 5.50 in Fc 725.00 psi Lu XX for Bending 10.33 ft Width 4.50 in Fb 675.00 psi Sawn E-Elastic Modulus 1,200 ksi Spruce-Pine-Fir,Stud Loads Dead Load Live Load Short Term Load Axial Load 9,800.00lbs 0.00 Ibs 0.00 Ibs Eccentricity 0.000in Summary Column OK ' Using : 3-2x6, Width=4.50in, Depth= 5.50in, Total Column Ht= 10.33ft DL+LL DL+LL+ST DL+ST fc:Compression 395.96 psi 395.96 psi 395.96 psi 1 Fc:Allowable 396.19 psi 396.19 psi 396.19 psi fbx :Flexural 0.00 psi 0.00 psi 0.00 psi F'bx:Allowable 873.74 psi 873.74 psi 873.74 psi Interaction Value 0.9994 0.9994 0.9994 Stress Details ' Fc:X-X 396.19 psi Max k*Lu/d 50.00 Fc:Y-Y 396.19 psi Actual k*Lu/d 27.30 F'c:Allowable 396.19 psi Min.Allow k*Lu/d 11.00 F'c:Allow*Load Dur Factor 396.19 psi Cf:Bending 1.300 F'bx 873.74 psi Rb:(Le d/bA2)A.5 7.871 F'bx*Load Duration Factor 873.74 psi Cf:Axial 1.100 Axial X-X k Lu/d 22.54 Axial Y-Y k Lu/d 27.55 ' Title: Job# ; Dsgnr: Date: 8:11 PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Column Page 1 (c)1983-99 ENERCALC :\2007 f obs\konstant arch ltectu re\07581 358 Description 2nd Floor Framing- 3"dia. stl. Col. General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section P3STD Fy 36.00 ksi X-X Sidesway: Restrained Duration Factor 1.330 Y-Y Sidesway: Restrained Column Height 10.330 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 10.333 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 10.333 ft Kyy 1.000 Loads Axial Load... - - -- -- - - Dead Load 27.00 k Ecc.for X-X Axis Moments in ' Live Load k Ecc.for Y-Y Axis Moments in Short Term Load k Summary Column Design OK Section:P3STD, Height= 10.33ft,Axial Loads: DL= 27.00, LL= 0.00, ST= 0,00k, Ecc.= 0.000in Unbraced Lengths: X-X= 10.33ft, Y-Y= 10.33ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) AISC Formula H1 -1 0.9980 0.9980 0,7504 AISC Formula H1 -2 0.5605 0.5605 0.4215 AISC Formula H1 -3 ' XX Axis : Fa calc'd per 1.5-1, K*L/r<Cc YY Axis : Fa calc'd per 1.5-1, K*L/r< Cc Stresses Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 12.13 ksi 0.00 ksi 12.13 ksi 16.13 ksi fa:Actual 12.11 ksi 0.00 ksi 12.11 ksi 12.11 ksi Fb:xx:Allow[F3.1] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi fb:xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi i Fb:yy:Allow[F3.1] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex:DL+LL 13,153 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.75 ' F'ey:DL+LL 13,153 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.75 F'ex:DL+LL+ST 17,494 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.75 F'ey:DL+LL+ST 17,494 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.75 ' Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Section Properties P3STD Diamet 3.50 in Weight 7.57#/ft I-xx 3.02 in4 ' Area 2.23 in2 I-yy 3.02 in4 S-xx 1.726 in3 Thickness 0.216 in S-yy 1.726 in3 r-xx 1.164 in r-yy 1.164 in ' Title: Job# bo Dsgnr: Date: 8:11 PM, 1 NOV 07 Description Scope Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Column Page 1 (c)1983-99 ENERCALC \2007 obs\konstant architecture\07581 358 r y Description 2nd Floor Framing- 3 1/2"dia. stl. col. General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section P3.5STD Fy 36.00 ksi X-X Sidesway: Restrained Duration Factor 1.330 Y-Y Sidesway: Restrained Column Height 10.330 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 10.333 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 10.333 ft Kyy 1.000 Loads Axial Load... Dead Load 37.00 k Ecc.for X-X Axis Moments in Live Load k Ecc.for Y-Y Axis Moments in Short Term Load k SummaryJj Column Design OK Section : P3.5STD, Height= 10.33ft,Axial Loads: DL= 37.00, LL= 0.00, ST= 0.00k, Ecc.= 0.000in Unbraced Lengths: X-X= 10.33ft, Y-Y= 10.33ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) ' AISC Formula H1 -1 0.9950 0.9950 0.7481 AISC Formula H1 -2 0.6392 0.6392 0.4806 AISC Formula H1 -3 XX Axis : Fa calc'd per 1.5-1, K*L/r<Cc YY Axis : Fa calc'd per 1.5-1 K*L/r< Cc Stresses Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 13.88 ksi 0.00 ksi 13.88 ksi 18.45 ksi fa:Actual 13.81 ksi 0.00 ksi 13.81 ksi 13.81 ksi Fb:xx:Allow[F3.1] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi fb:xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy:Allow[F3.1] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex:DL+LL 17,359 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.75 Frey:DL+LL 17,359 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.75 F'ex:DL+LL+ST 23,088 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.75 Frey:DL+LL+ST 23,088 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.75 Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Section Properties P3.5STD Diamet 4.00 in Weight 9.10#/ft I-xx 4.79 in4 ' Area 2.68 in2 I-yy 4.79 in4 S-xx 2.395in3 Thickness 0.226 in S-yy 2.395 in3 r-xx 1.337 in r-yy 1.337 in 38l Title: Job# Dsgnr: Date: 8:11 PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Column Page 1 ' (c)1983-99 ENERCALC \2007 obs\konstant arch itecture\07581 358 Description 2nd Floor Framing-4"dia. stl. col. General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section P4STD Fy 36.00 ksi X-X Sidesway: Restrained Duration Factor 1.330 Y-Y Sidesway: Restrained I ' Column Height 10.330 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 10.333 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 10.333 ft Kyy 1.000 Loads Axial Load... Dead Load 47.75 k Ecc.for X-X Axis Moments in Live Load k Ecc.for Y-Y Axis Moments in Short Term Load k Summary Column Design OK Section : P4STD, Height= 10.33ft,Axial Loads: DL= 47.75, LL= 0.00, ST= 0.00k, Ecc.= 0.000in Unbraced Lengths: X-X= 10.33ft, Y-Y= 10.33ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) ' AISC Formula H1 -1 0.9963 0.9963 0.7491 AISC Formula H1 -2 0.6974 0.6974 0.5243 AISC Formula H1 -3 iXX Axis : Fa calc'd per 1.5-1, K*L/r<Cc YY Axis : Fa calc'd per 1.5-1 K*L/r<Cc Stresses ' Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 15.12 ksi 0.00 ksi 15.12 ksi 20.11 ksi fa:Actual 15.06 ksi 0.00 ksi 15.06 ksi 15.06 ksi Fb:xx:Allow[F3.1] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi fb:xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy:Allow[F3.1] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex:DL+LL 22,152 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.75 F'ey:DL+LL 22,152 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.75 F'ex:DL+LL+ST 29,462 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.75 F'ey:DL+LL+ST 29,462 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.75 Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Section Properties P4STD Diamet 4.50 in Weight 10.77#/ft I-xx 7.23 in4 Area 3.17 in2 I-yy 7.23 in4 S-xx 3.213 in3 Thickness 0.237 in S-yy 3.213 in3 r-xx 1.510 in ' r-yy 1.510 in 1 i i 1 1 1 ' 4 M �• III I�� 1 i 4 � '! � � � 1'� � �'� � . A MEZAVATED UW-ZAVATED MACAVATM Y` t WOOD 7 16'DEEP OPEN WEB \ PEN Ib'DEEP OFfN Y♦� Ib'DEEP O PM WF'B a Ib'oc. �W000 TRPfLi a 16'ot. WOOD TRL55M a 16'oc. \ Ulff%LAVATED DL-30paf DL-901»f DL-3Opa1 yq� Ib'DEEP OPEII WEB 16�OPEN Y� LL-40%! LL-401»! LL- WOOD TFAMM 0 lb"o<. WOOD TR!<f.,f5 0 16'oaO Ib'oa IIyy 3 DL-50paf DL-sc$W I[$ LL-40M LL-"t ^' `�P Ib'DEEP OPEN Y✓� WOOD Ix-go OL- pst T 1 p LL-"f i 00 tth84 � 1DMFORN,R AMM - VlEXGAVATED pL-9ppy! ea LL-4 Opt IME%OAVATED co LWMAVATED Ib'DEEP OPEN WEB 16'DEEP OPEN WEE W70D TR55E5 0 Ib'oc. \ W70D TR155E5 s 16'oc. WOOD TR55E5 O 16' . OL-50ps! DL-301»I DL-30ps! LL-40paf LL-40paf LL-=1 rL Ulff VATED 1 i FIRST FLOOR FRAMING PLAN 5-2 50AM 1/4' 1'-0' +-fOsS.sZ- l l�a,c LLa -� L4o(W ' LL.d fob�4` �'` ��,��. P�e.�o-�- Pto�.. u.,� 2.'` �o�, s�►a.�-u,,raA. -4�o�'p'` 1 f _1 't E . I ' 4.4 Standard load tables 402 5PANCHETE®� 8 thick 1.50" strand cover 4.0 Standard ".:. 000 8 Spancrete 00000000 tIssued 10/94 i 48" No Structural Topping 2 Inch Bonded Structural Topping Dead Load Weight of Slab=63 psf Dead Load Weight of Slab With Topping=88 psf FIRE RATINGS (Hours) FIRE RATINGS (Hours) Code Restrained Unrestrained Code Restrained Unrestrained Rational Design 11/2 11/2 Rational Design 11/2 11/2 SBC/UBC 2` 11/2 SBC/UBC 3 11/2 UL 2" 11/2 UL 4 11/2 ' DILHR_51.045 Table 2 1 1 DILHR 51.045 Table 2 1 1 SECTION PROPERTIES SECTION PROPERTIES A=258 in? Yt=4.02 in. b=19.6 in. A=343 in.2 Yt=4.78 in. b=19.6 in. I=1806 in? Yb=3.98 in. Wt=63 psf I=3443 in.4 Yb=5.22 in. Wt=88 psf ' ft k n 9.85 13.29 17.47 22.64 27.47 31.95. ft kMnift 12.97 17.57 23.16 30.08 36.58 42.68 Series 1.50D- 1.50D- 1.50D- 1.50D- 1.50D- 1.50D- Series 1.50D- 1.50D- 1.50D-. 1.50D- 1.50D- 1.50D- Series 8606 8706 8708 8710 8712 8506T 8606T 8706T 8708T 8710T , 8712T Span in Feet ALLOWABLE SUPERIMPOSED LOAD IN POUNDS PER SQUARE FOOT in Feet Span ALLOWABLE SUPERIMPOSED LOAD IN POUNDS PER SQUARE FOOT ' 13 222 318 435 579 14 239 349 484 516 563 14 185 267 368 492 583 15 199 295 412 458 501 543 15 a .226 314 422 520 564 16 166 251 353 424 446 483 16 192 269 364 453 503 17 139 214 305 395 402 432 17 108 165 233 317 395 453 18 116 183 264 364 369 390 18 91 141 202 277 347 410 19 157 229 320 346 19 76 121 176 243 306. 20 134 200 281 325 ' 20 64 105 154 215 271 21 175 249 306 21 90 135 190 241 22 .153 220 283 22 77 118 168 215 23 134 195 253 23 66 104 150 193 24 173 227 ' 24 57 91 133 173 25 154 203 25 80 119 155 26 137 181, 26 70 106 139 27 159 ' 27 61 94 126 28 140 28 84 113 29 122 29 75 102 30 ' 30 67 92 31 119 31 83 105 32 104 32 74 95 33 67 86 ' 34 78 35 71 36 64 F::: In areas where the heat transmission requirements of ASTM E-119 may be reduced to 1/2 the hourly rating (Wis.ILHR 51.042)these units qualify for a 3 hour rating. ' **In areas where the heat transmission requirements of ASTM E-119 may be reduced 1" 11/2" 11/2"or More to 1/2 the hourly rating (Wis.ILHR 51.042)these units qualify for a 4 hour rating. Camber Camber 35 o l�v+eo. Lo12x2(o lam. p, = \a�yu� PT= 21o3�i�" �neo, �12xroS oil I 163 ©4 S PQy 3 i { ' Title: Job# /14,0 Dsgnr: Date: 8:17PM, 1 NOV 07 Description . ' Scope Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 Steel Beam Design' Page 1 Icy 1983-99 ENERCALC y:\2027jobs\konstant architecture\07581 358 Description 1 st Floor- 1 B1 ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X16 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 11.83 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.33 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.741 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft ' Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 5.163 k Live Load k ' Short Term k Location 1.000 ft Summary Beam OK Static Load Case Governs Stress Using:W12X16 section,Span=11.83ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=1.33ft,LDF=1.000 Actual Allowable Moment 15.957 k-ft 34.018 k-ft Max.Deflection -0.138 in ' fb:Bending Stress 11.145.ksi 23.760 ksi Length/DL Defl 1,030.5 : 1 fb/Fb 0.469 :1 Length/(DL+LL Defl) 1,030.5 : 1 Shear 9.205 k 37.984 k fv:Shear Stres: 3.490 ksi 14.400 ksi fv/Fv 0.242 : 1 Force &Stress Summary ' <- These columns are Dead+Live Load placed as noted » DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max.M+ 15.96 k-ft 15.96 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 9.21 k 9.21 k ' Shear @ Right 4.92 k 4.92 k Center Defl. -0.138 in -0.138 0.000 -0.138 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 9.21 9.21 9.21 k Reaction @ Rt 4.92 4.92 4.92 k ' Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W12X16 Depth 11.990 in Weight 16.00#/ft r-xx 4.676 in t Width 3.990in I-xx 103.00 in4 r-yy 0.774 in Web Thick 0.220 in I-yy 2.82 in4 Rt 0.960 in Flange Thickness 0.265 in S-xx 17.181 in3 Area 4.71 in2 S-yy 1.414 in3 Title: Job# \0 Dsgnr: Date: 8:17PM, 1 NOV 07 Description Scope: Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 ' (c)1983-99 ENERCALC :\2007)obs\konstant archltecture\07581 358 Description 1 st Floor- 1 B2 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X65 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 19.33 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.33 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.879 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 21.034 k Live Load k ' Short Term k Location 15.333 ft Summary Beam OK Static Load Case Governs Stress Using:W12X65 section,Span= 19.33ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu= 1.33ft,LDF=1.000 Actual Allowable Moment 96.199 k-ft 174.148 k-ft Max. Deflection -0.401 in ' fb:Bending Stress 13.125 ksi 23.760 ksi Length/DL Defl 578.3 : 1 fb/Fb 0.552 : 1 Lengthl(DL+LL Defl) 578.3 : 1 Shear 25.806 k 68.066 k fv:Shear Stres: 5.460 ksi 14.400 ksi fv I Fv 0.379 :1 Force &Stress Summary ' <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max.M+ 96.20 k-ft 96.20 k-ft ' Max. M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 13.48 k 13.48 k ' Shear @ Right 25.81 k 25.81 k Center Defl. -0.401 in -0.401 0.000 -0.401 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ' ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 13.48 13.48 13.48 k Reaction @ Rt 25.81 25.81 25.81 k Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W12X65 Depth 12.120 in Weight 64.88#/ft r-xx 5.283 in ' Width 12.00Oin I-xx 533.00 in4 r-yy 3.018 in Web Thick 0.390 in I-yy 174.00 in4 Rt 3.280 in Flange Thickness 0.605 in S-xx 87.954 in3 Area 19.10 in2 S-yy 29.000 in3 ' Title: Job# Dsgnr: Date: 8:17PM, 1 NOV 07 Description ' Scope: Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 ' (C)1983-99 ENERCALc :\2007 jobs\konstant architecture\07581 358 Description 1 st Floor- 1 B3 ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X16 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 9.50 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.33 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.879 k/ft LL k/ft ST k/ft Start Location ft End Location ft ' Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 0.609 k Live Load k ' Short Term k Location 4.169 ft Summary Beam OK Static Load Case Governs Stress Using:W12X16 section,Span=9.50ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=1.33ft,LDF= 1.000 Actual Allowable Moment 11.406 k-ft 34.018 k-ft Max.Deflection -0.061 in ' fb:Bending Stress 7.967 ksi 23.760 ksi Length/DL Defl 1,866.8 : 1 fb/Fb 0.335 :1 Length/(DL+LL Defl) 1,866.8 : 1 Shear 4.593 k 37.984 k fv:Shear Stres: 1.741 ksi 14.400 ksi ' fv/Fv 0.121 :1 Force &Stress Summary ' <- These columns are Dead+Live Load placed as noted-» DL LL LL+ST LL LL+ST Maximum Only (aD Center Center Cants Cants Max.M+ 11.41 k-ft 11.41 k-ft ' Max.M- k-ft Max.M @ Left k-ft Max. M @ Right k-ft Shear @ Left 4.59 k 4.59 k ' Shear @ Right 4.52 k 4.52 k Center Defl. -0.061 in -0.061 0.000 -0.061 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ' ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 4.59 4.59 4.59 k Reaction @ Rt 4.52 4.52 4.52 k Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W12X16 Depth 11.990 in Weight 16.00#/ft r-xx 4.676 in ' Width 3.990in I-xx 103.00 in4 r-yy 0.774 in Web Thick 0.220 in I-yy 2.82 in4 Rt 0.960 in Flange Thickness 0.265 in S-xx 17.181 in3 Area 4.71 in2 S-yy 1.414 in3 Title: Job# Dsgnr: Date: 8:17PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 ' (c)1983-99 ENERCALC :�2007 obs\konstant archltecture\07581 358 Description 1 st Floor- 1134 ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X16 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 5.67 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.33 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.879 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using:W12X16 section,Span=5.67ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=1.33ft,LDF=1.000 ' Actual Allowable Moment 3.593 k-ft 34.018 k-ft Max.Deflection -0.007 in fb:Bending Stress 2.509 ksi 23.760 ksi Length/DL Defl 9,780.6 : 1 fb/Fb 0.106 : 1 Lengthl(DL+LL Defl) 9,780.E : 1 Shear 2.536 k 37.984 k fv:Shear Stres: 0.961 ksi 14.400 ksi fv/Fv 0.067 : 1 ' Force & Stress Summary «--These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (aD Center (a)Center Cants Cants ' Max.M+ 3.59 k-ft 3.59 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft ' Shear @ Left 2.54 k 2.54 k Shear @ Right 2.54 k 2.54 k Center Defl. -0.007 in -0.007 0.000 -0.007 0.000 0.000 in ' Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.54 2.54 2.54 k Reaction @ Rt 2.54 2.54 2.54 k Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W12X16 ' Depth 11.990 in Weight 16.00#/ft r-xx 4.676 in Width 3.990in I-xx 103.00 in4 r-yy 0.774 in Web Thick 0.220 in I-yy 2.82 in4 Rt 0.960 in Flange Thickness 0.265 in S-xx 17.181 in3 ' Area 4.71 in2 S-yy 1.414 in3 P�- P2- �Iqo�' S3• �`� �� ��-Sys '�pps� ! '�15�`� ^ `y`-2,+• Z g 2 � t E -------------- tL- -4 9� s d KK (4{ k� Title: Job# 'A b i Dsgnr: Date: 8:17PM, 1 NOV 07 Description Scope: Rev: 510300 User:KW-0603874,Ver 5A.3,22-Jun-1999,Win32 Steel Beam Design Page 1 ' (c)1983-99 ENERCALCO2007 iobs\konstant erchltecture\07581 358 Description 1 st Floor- 1 B5 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X65 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 19.67 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.33 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.879 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft ' Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 21.177 k Live Load k ' Short Term k Location 4.000 ft Summary Beam OK Static Load Case Governs Stress ' Using:W12X65 section,Span= 19.67ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=1.33ft,LDF=1.000 Actual Allowable Moment 97.816 k-ft 174.148 k-ft Max.Deflection -0.424 in ' fb:Bending Stress 13.346 ksi 23.760 ksi Length/DL Defl 556.7 : 1 fb/Fb 0.562 :1 Length/(DL+LL Defl) 556.7 : 1 Shear 26.151 k 68.066 k fv:Shear Stres: 5.533 ksi 14.400 ksi fv/Fv 0.384 : 1 Force & Stress Summary ' <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (a Center (a-Center Cants Cants Max.M+ 97.82 k-ft 97.82 k-ft ' Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 26.15 k 26.15 k Shear @ Right 13.59 k 13.59 k Center Defl. -0.424 in -0.424 0.000 -0.424 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0,000 ft 0,000 0,000 0,000 0,000 0,000 in Reaction @ Left 26.15 26.15 26.15 k Reaction @ Rt 13.59 13.59 13.59 k Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W12X65 Depth 12.120 in Weight 64.88#/ft r-xx 5.283 in ' Width 12.00Oin I-xx 533.00 in4 r-yy 3.018 in Web Thick 0.390 in I-yy 174.00 in4 Rt 3.280 in Flange Thickness 0.605 in S-xx 87.954 in3 Area 19.10 in2 S-yy 29.000 in3 Title: Job# `4 1U Dsgnr: Date: 8:17PM, 1 NOV 07 Description Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description 1 st Floor- 1 B6 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x12 Center Span 4.17 ft . . . ..Lu 1.33 ft Beam Width 3.000 in Left Cantilever ft . .. ..Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . .. . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 70.0 psi ' Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi Full Lengh Uniform Loads Center DL 713.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4.17ft,Beam Width=3.000in x Depth=11.25in,Ends are Pin-Pin ' Max Stress Ratio 0.521 : 1 Maximum Moment 1.5 k-ft Maximum Shear ' 1.5 1.2 k Allowable 4.6 k-ft Allowable 2.4 k Max. Positive Moment 1,55 k-ft at 2,083 ft Shear: @ Left 1.49 k Max.Negative Moment 0.00 k-ft at 4.167 ft @ Right 1.49 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.015 in Max.M allow 4.60 @ Right 0.000 in ' Reactions... fb 293.46 psi fv 36.45 psi Left DL 1.49 k Max 1.49 k Fb 872.29 psi Fv 70.00 psi Right DL 1.49 k Max 1.49 k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.010 in -0.010 in Deflection 0.000 in 0.000 in ...Location 2.083 ft 2.083 ft ...Length/Deft 0.0 0.0 ...Length/Deft 5,152.0 5,152.00 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 32.440 Le 2.745 ft Sxx 63.281 in3 Area 33.750 in2 Cf 1.000 Rb 6.418 Cl 0.997 ' Max Moment Sxx Reo'd Allowable fb @ Center 1.55 k-ft 21.29 in3 872.29 psi @ Left Support 0.00 k-ft 0.00 in3 875.00 psi @ Right Support 0.00 k-ft 0.00 in3 875.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.23 k 1.23 k Area Required 17.572 in2 17.572 in2 Fv:Allowable 70.00 psi 70.00 psi ' Bearing @ Supports Max.Left Reaction 1.49 k Bearing Length Req'd 1.165 in Max.Right Reaction 1.49 k Bearing Length Req'd 1.165 in ' Title: Job# Dsgnr: Date: 8:17PM, 1 NOV 07 Description ' Scope Rev: 510300 ' User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC \20007 obs\konstant architecture\07581 358 Y_1 Description 1 st Floor- 1 B7 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x12 Center Span 4.17ft . .. . .Lu 1.33 ft ' Beam Width 3.000 in Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft .. .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur, Factor 1,000 Fv Allow 70.0 psi ' Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 563.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=4.17ft,Beam Width=3.000in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0.411 : 1 Maximum Moment 1.2 k-ft Maximum Shear* 1.5 1.0 k Allowable 4.6 k-ft Allowable 2.4 k ' Max. Positive Moment 1.22 k-ft at 2.083 ft Shear: @ Left 1.17 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.17 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.011 in Max. M allow 4.60 Reactions... @ Right 0.000 in fb 231.72 psi fv 28.78 psi Left DL 1.17 k Max 1.17 k Fb 872.29 psi Fv 70.00 psi Right DL 1.17 k Max 1.17 k ' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.008 in -0.008 in Deflection 0.000 in 0.000 in ...Location 2.083 ft 2.083 ft ...Length/Deft 0.0 0.0 ' ...Length/Dell 6,524.6 6,524.64 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 32.440 Le 2.745 ft Sxx 63.281 in3 Area 33.750 in2 Cf 1.000 Rb 6.418 Cl 0.997 ' Max Moment Sxx Reg:d Allowable fb @ Center 1.22 k-ft 16.81 in3 872.29 psi @ Left Support 0.00 k-ft 0.00 in3 875.00 psi @ Right Support 0.00 k-ft 0.00 in3 875.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 0.97 k 0.97 k Area Required 13.875 in2 13.875 in2 Fv:Allowable 70.00 psi 70.00 psi t Bearing @ Supports Max.Left Reaction 1.17 k Bearing Length Req'd 0.920 in Max. Right Reaction 1.17 k Bearing Length Req'd 0.920 in 113q �. (o 33 t(o3'g YJ IiL C,'}bvr spy ' -gam' PAL-It6ofse Z R = 1 y sr* �11 Lz ko ` r I C 1 I ' Title: Job# I Dsgnr: Date: 8:17PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 ' (c)1983-99 ENERCALC - y:�POO7 fobs\konStant arch ltectu re\07581 358 Description 1 st Floor- 1 B9 (check#1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X26 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 15.17 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 0.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.093 k/ft LL k/ft ST k/ft Start Location ft End Location ft Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 6.733 -6.733 1.173 k Live Load k ' Short Term k Location 3.750 8.583 10.500 ft Summary Beam OK ' Static Load Case Governs Stress Using:W12X26 section,Span=15.17ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=O.00ft,LDF=1.000 Actual Allowable Moment 11.903 k-ft 66.108 k-ft Max.Deflection -0.017 in ' fb:Bending Stress 4.278 ksi 23.760 ksi Length/DL Defl 10,815.2 : 1 fb/Fb 0.180 : 1 Length/(DL+LL Defl) 10,815.2 : 1 Shear 3.409 k 40.473 k fv:Shear Stres: 1.213 ksi 14.400 ksi ' fv/Fv 0.084 : 1 Force &Stress Summary <- These columns are Dead+Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max.M+ 11.90 k-ft 11.90 k-ft Max. M- -7.59 k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 3.41 k 3.41 k Shear @ Right 0.43 k 0.43 k Center Defl. -0.017 in -0.017 0.000 -0.017 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.41 3.41 3.41 k Reaction @ Rt -0.43 -0.43 -0.43 k Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W12X26 Depth 12.220 in Weight 25.98#/ft r-xx 5.164 in t Width 6.490in I-xx 204.00 in4 r-yy 1.504 in Web Thick 0.230 in I-yy 17.30 in4 Rt 1.720 in Flange Thickness 0.380 in S-xx 33.388 in3 Area 7.65 in2 S-yy 5.331 in3 t ' Title: Job# Dsgnr: Date: 8:17PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581_358 Description 1 st Floor- 1 B9 (check#2) ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X26 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 15.17 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 0.00 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.093 k/ft LL k/ft ST k/ft Start Location ft End Location ft ' Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load -6.733 6.733 1.173 k Live Load k Short Term k Location 3.750 8.583 10.500 ft Summary Beam OK Static Load Case Governs Stress Using:W12X26 section,Span= 15.17ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=0.00ft,LDF= 1.000 Actual Allowable Moment 20.525 k-ft 66.108 k-ft Max. Deflection -0.090 in ' fb: Bending Stress 7.377 ksi 23.760 ksi Length/DL Defl 2,028.5 : 1 fb/Fb 0.310 : 1 Length/(DL+LL Defl) 2,028.5 : 1 Shear 3.860 k 40.473 k fv:Shear Stres; 1.373 ksi 14.400 ksi ' fv/Fv 0.095 :1 Force & Stress Summary ' <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only a Center Center Cants Cants Max.M+ 20.53 k-ft 20.53 k-ft Max.M- -4.08 k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 0.88 k 0.88 k ' Shear @ Right 3.86 k 3.86 k Center Defl. -0.090 in -0.090 0.000 -0.090 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left -0.88 -0.88 -0.88 k Reaction @ Rt 3.86 3.86 3.86 k ' Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W12X26 Depth 12.220 in Weight 25.98#/ft r-xx 5.164 in Width 6.490in I-xx 204.00 in4 r-yy 1.504 in Web Thick 0.230 in I-yy 17.30 in4 Rt 1.720 in Flange Thickness 0.380 in S-xx 33.388 in3 Area 7.65 in2 S-yy 5.331 in3 ' Title: Job# 415 Dsgnr: Date: 8:17PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 (c)1983-99 ENERCALC \2007 jobs\konstant arch itectu re\0758 1 358 Description 1st Floor- 1 B10 ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X35 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 16.50 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.33 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 1.771 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft ' Summary---i Beam OK Static Load Case Governs Stress Using:W12X35 section,Span=16.50ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu= 1.33ft,LDF=1.000 ' Actual Allowable Moment 61.460 k-ft 90.288 k-ft Max.Deflection -0.364 in fb:Bending Stress 16.174 ksi 23.760 ksi Length/DL Del 543.4 : 1 fb/Fb 0.681 : 1 Length/(DL+LL Defl) 543.4 : 1 ' Shear 14.899 k 54.000 k fv:Shear Stres: 3.973 ksi 14.400 ksi fv/Fv 0.276 :1 ' Force & Stress Summary «--These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (a)Center (off Center Cants Cants Max.M+ 61.46 k-ft 61.46 k-ft Max. M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 14.90 k 14.90 k Shear @ Right 14.90 k 14.90 k Center Del. -0.364 in -0.364 0.000 -0.364 0.000 0.000 in Left Cant Del 0,000 in 0,000 0,000 0,000 0.000 0.000 in Right Cant Del 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Del @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 14.90 14.90 14.90 k ' Reaction @ Rt 14.90 14.90 14.90 k Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W12X35 ' Depth 12.500 in Weight 34.99#/ft r-xx 5.260 in Width 6.560in I-xx 285.00 in4 r-yy 1.542 in Web Thick 0.300 in I-yy 24.50 in4 Rt 1.740 in Flange Thickness 0.520 in S-xx 45.600 in3 Area 10.30 in2 S-yy 7.470 in3 t U ' Title: Job# 1 Dsgnr: Date: 8:17PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5A.3,22-Jun-1999,Win32 Steel Beam Design Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itecture\07581 358 Description 1st Floor- 1 B11 I ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X26 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 16.50 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu: Unbraced Length 1.33 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 1.027 k/ft LL k/ft ST k/ft Start Location ft End Location ft Summary _ Beam OK Static Load Case Governs Stress Using:W12X26 section,Span 16.50ft, Fy-36.Oksi End Fixity= Pinned-Pinned,Lu= 1.33ft, LDF=1.000 ' Actual Allowable Moment 35.834 k-ft 66.108 k-ft Max.Deflection -0.297 in fb: Bending Stress 12.879 ksi 23.760 ksi Length/DL Defl 667.1 : 1 fb/Fb 0.542 :1 Length/(DL+LL Defl) 667.1 : 1 ' Shear 8.687 k 40.473 k fv:Shear Stres: 3.091 ksi 14.400 ksi fv/Fv 0.215 :1 Force & Stress Summary «_-These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (aD Center (a-Center Cants Cants ' Max.M+ 35.83 k-ft 35.83 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft ' Shear @ Left 8.69 k 8.69 k Shear @ Right 8.69 k 8.69 k Center Defl. -0.297 in -0.297 0.000 -0.297 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 8.69 8.69 8.69 k ' Reaction @ Rt 8.69 8.69 8.69 k Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W12X26 Depth 12.220 in Weight 25.98#/ft r-xx 5.164 in Width 6.490in I-xx 204.00 in4 r-yy 1.504 in Web Thick 0.230 in I-yy 17.30 in4 Rt 1.720 in Flange Thickness 0.380 in S-xx 33.388 in3 Area 7.65 in2 S-yy 5.331 in3 1 �lS W I LC P► = I y gG G tom- /2 �I W 12,E 1(o U�lL 1 SAS �r -"-tS�3aF ,i :4 e ' Title: Job# Dsgnr: Date: 8:17PM, 1 NOV 07 Description Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 (c)1983-99 ENERCALC 1 Y\2007 obs\konstant architecture\07581 358; Description 1st Floor- 1 B12 ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X53 FY 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 16.92 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.33 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.738 k/ft LL k/ft ST k/ft Start Location ft End Location ft ' Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 8.687 14.899 k Live Load k Short Term k Location 0.500 7.333 ft Summary Beam OK ' - Using:W1 2X53 section,Span= 16.92ft, Fy=36.Oksi Static Load Case Governs Stress End Fixity= Pinned-Pinned,Lu= 1.33ft,LDF= 1.000 Actual Allowable Moment 91.916 k-ft 139.552 k-ft Max.Deflection -0.335 in ' fb:Bending Stress 15.650 ksi 23.760 ksi Length/DL Defl 606.3 : 1 fb/Fb 0.659 : 1 Length/(DL+LL Defl) 606.3 : 1 Shear 23.561 k 59.914 k fv:Shear Stres: 5.663 ksi 14.400 ksi ' fv I Fv 0.393 :1 Force &Stress Summary ' <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max.M+ 91.92 k-ft 91.92 k-ft Max.M k-ft Max. M @Left k-ft Max.M @ Right k-ft Shear @ Left 23.56 k 23.56 k ' Shear @ Right 13.41 k 13.41 k Center Defl. -0.335 in -0.335 0.000 -0.335 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ' ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 23.56 23.56 23.56 k Reaction @ Rt 13.41 13.41 13.41 k ' Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W12X53 Depth 12.060 in Weight 52.99#/ft r-xx 5.220 in Width 9.995in I-xx 425.00 in4 r-yy 2.478 in Web Thick 0.345 in I-yy 95.80 in4 Rt 2.710 in Flange Thickness 0.575 in S-xx 70.481 in3 Area 15.60 in2 S-yy 19.170 in3 Title: Job# I Dsgnr: Date: 8:17PM, 1 NOV 07 Description Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 ' (c)1983-99 ENERCALC 12007 f obs\konstant arch ltectu re\07581 358 Description 1st Floor- 1 B13 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X16 F v 36.00 ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 5.58 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 1.33 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.738 k/ft LL k/ft ST k/ft Start Location ft End Location ft ' Summary Beam OK Static Load Case Governs Stress Using:W12X16 section,Span=5.58ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=1.33ft,LDF=1.000 ' Actual Allowable Moment 2.938 k-ft 34.018 k-ft Max. Deflection -0.006 in fb:Bending Stress 2.052 ksi 23.760 ksi Length/DL Defl 12,141.5 : 1 fb/Fb 0.086 : 1 Length/(DL+LL Defl) 12,141.5 : 1 Shear 2.105 k 37.984 k fv:Shear Stres: 0.798 ksi 14.400 ksi fv I Fv 0.055 :1 ' Force & Stress Summary <- These columns are Dead+Live Load placed as noted » DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants ' Max.M+ 2.94 k-ft 2.94 k-ft Max.M- k-ft Max. M @ Left k-ft Max.M @ Right k-ft ' Shear @ Left 2.10 k 2.10 k Shear @ Right 2.10 k 2.10 k Center Defl. -0.006 in -0.006 0.000 -0.006 0.000 0.000 in ' Left Cant Defl 0,000in 0,000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.10 2.10 2.10 k ' Reaction @ Rt 2.10 2.10 2.10 k Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W12X16 ' Depth 11.990 in Weight 16.00#/ft r-xx 4.676 in Width 3.990in I-xx 103.00 in4 r-yy 0.774 in Web Thick 0.220 in I-yy 2.82 in4 Rt 0.960 in Flange Thickness 0.265 in S-xx 17.181 in3 ' Area 4.71 in2 S-yy 1.414 in3 ' Title: Job# � Dsgnr: Date: 8:17PM, 1 NOV 07 Description ' Scope Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description 1st Floor- 1 B14 (CHECK#1) ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X26 Fy . 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 15.17 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu: Unbraced Length 0.00 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.093 k/ft LL k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using:W12X26 section,Span=15.17ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=0.00ft,LDF=1.000 Actual Allowable Moment 36.409 k-ft 66.108 k-ft Max.Deflection -0.132 in fb: Bending Stress 13.086 ksi 23.760 ksi Length/DL Del 1,377.6 : 1 fb/Fb 0.551 : 1 Length/(DL+LL Defl) 1,377.E : 1 Shear 5.947 k 40.473 k fv:Shear StresE 2.116 ksi 14.400 ksi fv/Fv 0.147 : 1 ' Force & Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only ()Center (aD Center Cants R Cants Max.M+ 36.41 k-ft 36.41 k-ft Max.M- -16.24 k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 4.14 k 4.14 k Shear @ Right 5.95 k 5.95 k Center Del. -0.132 in -0.132 0.000 -0.132 0.000 0.000 in ' Left Cant Del 0.000in 0,000 0,000 0.000 0.000 0,000 in Right Cant Del 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Del @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left -4.14 -4.14 -4.14 k ' Reaction @ Rt 5.95 5.95 5.95 k Fa calc'd per 1.5-1,K"L/r<Cc Section Properties W12X26 Depth 12.220 in Weight 25.98#/ft r-xx 5.164 in Width 6.490in I-xx 204.00 in4 r-yy 1.504 in Web Thick 0.230 in I-yy 17.30 in4 Rt 1.720 in Flange Thickness 0.380 in S-xx 33.388 in3 Area 7.65 in2 S-yy 5.331 in3 ' Title: Job# 411 Dsgnr: Date: 8:17PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 (c)1983-99 ENERCALC :\2007 Obs\konstant archltecture\07581 358 Description 1st Floor- 1614 (CHECK#2) ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X26 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 15.17 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu: Unbraced Length 0.00 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.093 k/ft LL k/ft ST k/ft Start Location ft End Location ft Summa Beam OK ry ' Static Load Case Governs Stress Using.W12X26 section,Span= 15.17ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=O.00ft,LDF=1.000 ' Actual Allowable Moment 29.693 k-ft 66.108 k-ft Max.Deflection 0.087 in fb:Bending Stress 10.672 ksi 23.760 ksi Length/DL Defl 2,102.5 : 1 fb/Fb 0.449 : 1 Length/(DL+LL Defl) 2,102.5 : 1 Shear 5.947 k 40.473 k fv:Shear Stres: 2.116 ksi 14.400 ksi fv/Fv 0.147 : 1 Force 8r Stress Summary «--These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Ca)Center CED Center Cants CED Cants Max. M+ 29.69 k-ft 21.35 k-ft Max.M- -29.69 k-ft Max. M @ Left k-ft Max.M @ Right k-ft ' Shear @ Left 5.95 k 5.95 k Shear @ Right 4.14 k 4.14 k Center Defl. 0.087 in 0.087 0.000 0.087 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.95 5.95 5.95 k ' Reaction @ Rt -4.14 -4.14 -4.14 k Fa calc'd per 1.5-1, K*L/r<Cc Section Properties W12X26 ' Depth 12.220 in Weight 25.98#/ft r-xx 5.164 in Width 6.490in I-xx 204.00 in4 r-yy 1.504 in Web Thick 0.230 in I-yy 17.30 in4 Rt 1.720 in Flange Thickness 0.380 in S-xx 33.388 in3 ' Area 7.65 in2 S-yy 5.331 in3 53t LL i :1 �i �1t { (a' qLI,9V-.. I I ' Title: Job# ` Dsgnr: Date: 8:17PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Column Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itectu re\07581 358 Description 1 st Floor-4"dia. stl. col. ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section P4STD Fy 36.00 ksi X-X Sidesway: Restrained ' Duration Factor 1.330 Y-Y Sidesway: Restrained Column Height 12.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 12.000 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 12.000 ft Kyy 1.000 1 Loads Axial Load... Dead Load 42.90 k Ecc.for X-X Axis Moments in Live Load k Ecc.for Y-Y Axis Moments in Short Term Load k Summary Column Design OK Section : P4STD, Height= 12.00ft,Axial Loads: DL= 42.90, LL= 0.00, ST= O.00k, Ecc.= 0.000in Unbraced Lengths: X-X= 12.00ft, Y-Y= 12.00ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) AISC Formula 111 -1 0.9982 0.9982 0.7505 AISC Formula H1 -2 0.6265 0.6265 0.4711 AISC Formula H1 -3 XX Axis : Fa calc'd per 1.5-1, K*L/r< Cc YY Axis : Fa calc'd per 1.5-1 K*L/r<Cc Stresses Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 13.56 ksi 0.00 ksi 13.56 ksi 18.03 ksi fa:Actual 13.53 ksi 0.00 ksi 13.53 ksi 13.53 ksi Fb:xx:Allow[F3.11 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi ' fb:xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy:Allow[F3.1] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex: DL+LL 16,425 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.75 ' F'ey:DL+LL 16,425 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.75 F'ex:DL+LL+ST 21,845 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.75 F'ey: DL+LL+ST 21,845 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.75 ' Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Section Properties P4STD Diamet 4.50 in Weight 10.77#/ft I-xx 7.23 in4 Area 3.17 in2 I-yy 7.23 in4 S-xx 3.213 in3 Thickness 0.237 in S-yy 3.213 in3 ' r-xx 1.510 in r-yy 1.510 in ' Title: Job# 425 Dsgnr: Date: 8:17PM, 1 NOV 07 Description Scope Rev: 510300 ' User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 Steel Column Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itectu re\07581_358 ` Description 1st Floor-3 1/2"dia. stl. col. General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section P3.5STD Fy 36.00 ksi X-X Sidesway: Restrained ' Duration Factor 1.330 Y-Y Sidesway: Restrained Column Height 12.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 12.000 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 12.000 ft Kyy 1.000 Loads Axial Load... Dead Load 32.00 k Ecc.for X-X Axis Moments in Live Load k Ecc.for Y-Y Axis Moments in Short Term Load k Summary Column Design OK ' Section : P3.5STD, Height= 12.00ft,Axial Loads: DL= 32.00, LL= 0.00, ST= 0.00k, Ecc.= 0.000in Unbraced Lengths: X-X= 12.00ft, Y-Y= 12.00ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) AISC Formula H1 -1 0.9969 0.9969 0.7495 AISC Formula H1 -2 0.5528 0.5528 0.4156 AISC Formula H1 -3 XX Axis : Fa calc'd per 1.5-1, K*L/r<Cc YY Axis : Fa calc'd per 1.5-1, K*L/r<Cc Stresses Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 11.98 ksi 0.00 ksi 11.98 ksi 15.93 ksi fa:Actual 11.94 ksi 0.00 ksi 11.94 ksi 11.94 ksi Fb:xx:Allow[F3.1] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi ' fb:xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy:Allow[F3.1] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi ' fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values ' F'ex:DL+LL 12,871 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.75 F'ey:DL+LL 12,871 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.75 F'ex:DL+LL+ST 17,119 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.75 F'ey:DL+LL+ST 17,119 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.75 Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Section Properties P3.5STD Diamet 4.00 in Weight 9.10#/ft I-xx 4.79 in4 Area 2.68 in2 I-yy 4.79 in4 S-xx 2.395 in3 Thickness 0.226 in S-yy 2.395 in3 r-xx 1.337 in r-yy 1.337 in ' Title: Job# 126 Dsgnr: Date: 8:17PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Column Page 1 (c)1983-99 ENERCAUC :\2007 obs\konstant arch ltecture\07581 358 Description 1 st Floor-6" dia. stl. col. ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section P6STD Fy 36.00 ksi X-X Sidesway: Restrained Duration Factor 1.330 Y-Y Sidesway: Restrained Column Height 12.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 12.000 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 12.000 ft Kyy 1.000 Loads Axial Load... Dead Load 94.90 k Ecc.for X-X Axis Moments in ' Live Load k Ecc.for Y-Y Axis Moments in Short Term Load k Summary Column Design OK . Section:P6STD, Height= 12.00ft,Axial Loads: DL= 94.90, LL= 0.00, ST= 0.00k, Ecc.= 0.000in Unbraced Lengths: X-X= 12.00ft, Y-Y= 12.00ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) ' AISC Formula H1 -1 0.9991 0.9991 0.7512 AISC Formula H1 -2 0.7874 0.7874 0.5920 AISC Formula H1 -3 iXX Axis : Fa calc'd per 1.5-1, K*L/r<Cc YY Axis : Fa calc'd per 1.5-1 K*L/r<Cc Stresses ' Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 17.02 ksi 0.00 ksi 17.02 ksi 22.64 ksi fa:Actual 17.01 ksi 0.00 ksi 17.01 ksi 17.01 ksi Fb:xx:Allow[F3.1] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi fb:xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy:Allow[F3.1] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi ' fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values ' F'ex:DL+LL 36,266 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.75 F'ey:DL+LL 36,266 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.75 F'ex:DL+LL+ST 48,234 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.75 F'ey:DL+LL+ST 48,234 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.75 ' Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Section Properties P6STD Diamet 6.63 in Weight 18.95#/ft I-xx 28.10 in4 ' Area 5.58 in2 I-yy 28.10 in4 S-xx 8.483 in3 Thickness 0.280 in S-yy 8.483 in3 ' r-xx 2.244 in r-yy 2.244 in M 5. 1 1 1 1 1 1 1 1� 1 5 � M 1 1 1 1 1 1 1 �� t i Alowgk Lit C"JI-) �ID e u� S= + -'o (L---t. 11 P t psa �, 1 ' I CO, c} - ED Co4A C�eWS�—CO�.a t i �- v "1 �I "w UL e o.la v\cGly\-, G-�-P - O `� p.- l000 2- IVN \660 > SOO C J� FcDwu- 2 CJo.l15Z � = q�3 Z �Pv c7 r Iry- Lem, 2- = t 0V, Vr 1-+'A�* + ol m� (tom .-gW1 SCE L 1:z> r-- Ix ly Sa - 10C, 12 S1 3( y,Vas' e " P ` = O,2S�Al ls(vzo�,�)[, 0,1e . e ' Title: Job# Sos Dsgnr. Date: 11:37AM, 30 OCT 07 Description ' Scope Rev: 510300 p RII: W03003874,Ver5.1.3,22-Jun-1999,Win32 Built-Up Section Properties Page 1 ' r�)1983-99 ENERCALc :\2007 obs\konstant architecture\07581 358 Description Shear Wall Properties (C- Shape) ' General information Type... X cg Y cg ' #1 Rectangular Height 5.625 in Width 29.000 in 0.000 in 28.687 in #2 Rectangular Height 5.625 in Width 29.000 in 0.000 in -28.687 in #3 Rectangular Height 51.744 la Width 5.625 in -11.687 in 0.000 41 Summary Total Area 617.310 in2 Ixx 334,287.04 in4 r xx 23.271 in lyy 44,642.60 in4 r yy 8.504 in X cg Dist. 5.51 in Edge Distances from CG... ' Y cg Dist. 0.00 in +X 20.010 in S left 4,966.022 in3 -X -8.990 in S right 2,230.971 in3 +Y 31.500 in S top - 10,612.456 in3 -Y -31.500 in S bottom 10,612.456 in3 Da um 1 Center of Gravity 1 1 1 1 y ehter of Gravity Center of 1 i l 1 1 X 1 1 1 Sew ��2 2.r7c `F\Ccxr, O Aoc,A23 ram: F b S� a 6 a 110 yIto 2 : `C 1 ' ,l QO T- s l s 10 nI, bA- �t'oo10 ek 2 -1'; ) -4 p,L, Vast= �a\mac 2)o.�::`. S -J0>G o2-�r� ,Y< I j, 1 f 1�6 E i = gab"- ' VOt. k 2`�_ b 3� E E Qj0.�. 2 Z �T= �241 �aLl�on�� gala Ott l M 2 d ' Sm Po. - e �, � r —i141 y i y IA!i I i fi O-Le Cl- Sc-.,L w K.(.�� �o • DESIGN s Table 9.2A Lag Screw Withdrawal Design Values (W)1 - P,1%d AIM Tabulated withdrawal des'�n values(W)are in o der j ch of thrParl nen .trans;.,tom�;,ae grain of main member. Length of thread penetration in main member s all not me u e the length o e tapered t p lsee Appendix L). Specific Gravity Lag Screw Unthreaded Shank Diameter,DZ G 1/4" . 5/16" 3/8" 7/16" 1 1/2" 5/8" 3/4" 7/8" 1" 1-1/8" 1-1/4" 0.55 260 307 352 395 437 516 592 664 734 802 868 •e ' a " , . � mm L-39045 192 227 260 292 323 382 438 492 543 i 594 642 7.;6 77:3977 Is F"mm 0.35 132 156 179 200 222 300 337 3.73 4 ' Tabulated withdrawal design values(W)for lag screw connections shall be multiplied by all applicable adjustment factors(see ANSI/AF&PA NDS-1997, Table 7.3.1). 2 Interpolation is permitted. Table 9.3A Lag Screw Design Values (Z)for Single Shear(two member)Connections' with both members of identical s¢ecies Side Lag Member Screw Thickness Diameter G=0.55 G=0.50 G=0.45 G=0.40 G=0.35 t, D ZII Zal Zml Z1 ZII Zsl Zml Z1 ZII Zel Z.J. Zl ZII Zsl Zml Zl ZII Zsl Zml Zl � inches inches lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. ' 1/4 230 180 180 170 220 170 170 160 210 160 160 150 200 150 150 140 190 130 130 120 MOM 3/8 420 300 300 280 400 2WAINNIM 70 290 250 380 240 270 220 �360 : 210 250� � 190 330 180 ��230 �170 1/2 " 710 420 500 380 660 380 460 340 10 340 420 . 310 55 310 380 280500 280 340 250 1-1/2 �. Ai 3/4 1320 660_ 880 660 1240 590 820 990 1160 500 750 500 1080 420 680 .420 980 350 620 350 1 2170 770 1370 770 2060 680 1290 680 1890 570 1180 570 1690 480 1090 480 1460 410 990 410 1-1/4 2880 860 2000 860 2630 750 1860 750 2370 640 1720 640 2110� 540 1590 540 1830 450 1450. 450 1/4 230 180 180 170 220, 170 170 160 210 160 160 150 200 150 150 140 190 130. 130 120 3/8 420 300 300 280 400 290 290 260 380 270 270 240 360 250 250 -220 340 y 230 230 200 1/2 750 520 520 460 710 480 480 430 6 0 440 450 400 40 90 420 350 600 340 390 300 3/4 1680 870 1090 770 1570 800 1020 700 1440 720 950 630 1320 650 860 560 1180 580 . 760 500 1 2560 1280 16601140 2390 1130 1530 1050 2220 950 13909502050 800 1260 800 1860 680 1130 680 3 1-1%4 3650 1440 2270 1440" 3430 1250 2100 1250 3210 . 1060 .1920 1060 2990 V910 1760 910 12740 - 750 1580 750 ' Tabulated lateral design values(Z)for lag screw connections shall be multiplied by all applicable adjustment factors(ANSUAF&PA NDS-1997,Table 7.3.1). Z Tabulated lateral design values(Z)are for"full diameter"lag screws(see Reference 6)inserted in side grain with lag screw axis perpendicular to wood fibers, and with the following lag screw bending yield strengths(Fyb):Fyb=70,000 psi for D=1/4",FYb=60,000 psi for D=5/16",Fyb=45,000 psi for D>_3/8". r ' AMERICAN WOOD COUNCIL 65 3 iBig It t'` ® These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson for details. i Material Dimensions ?` Model Fasteners No. Base Body , Stud Ga Ga HB SB W H Anchor B SO Dias Machine Bolts ® HD2A 7 12 49/,e 2+h 23/4 8 s 3 Qty. Dia. 2/s /e 1'/s % 2 % ® HD5A 3 10 5Y4 3 3YW31/2 97,6 39/e 1h 23/ie HD6A e/9 2 3/a 7 63/,es37/,s 9/s 2,As % 27�HD8A 3/e 7 63/,e /,s 7 e3/,e ,HD10A /s 2/,e /s37� p7 63/e1e 37/,e 9/,e2'/s 7/e 4 ,�HD14A 3/e 3 7 /,e 3-'a ,A 29hs 1 4 1HD15 3/e 3 7z 47/e 3s/b 21/e 1+/4 5 See notes below. 1 AI)> pbl$"den$o�n s Holdown9 Holdown0.14 Allowable Tension Loads Model Df�$Ri(13316Y SPF/HF(133/160) Deflection Deflection ! 4i is ,h .ta.4 r 8 f� No. �; �od aRjarTIAes's at Highest at Highest Code tt Wood Member Thickness Allowable Allowable Ref. Design Load Design Load 27rz 3 3Nz 4'fz 514 Flush Raised HD2A 1555 2055 2565 2775 2775 2775 2760. 1320 1740 2165 2570 2565 2565 2550 Flush 0.077 6HD10A A 1870 2485 3095 3705 4010 4010 3980 1585 2110 2625 ,3130 3645 3700 3680 0.067 0.117 .A 2275 2980 135 #05, 51�5 5460 5510.< 1870 2470 3065 3680 4280 5055 5020 6.041 0.125 ® A 3220 §50 � 15 ¢5 t 7d60 80¢5_ . 2710 3655 4530 54 0 6350 7 0 7330 0.111 0.121 40,225, 3945 55Q 6935 810` J4 10 $5, J9D0 3275 4600 5745 7045 8160 9500 9195 0.269 0.269 HD14A 11080 13645 1 380 — �. — — — — — 9495 119 12485 0.215 0.282 HD15 � r' — — — 16345 1530 — — — — - 14355 13810 0.082 0.082 C 1.Allowable loads have been increased for earthquake or wind load durations with 9.Deflection at Highest Allowable Design Load: no further increase allowed;reduce where other load durations govern. The deflection of a holdown measured between the anchor bolt and the strap portion 2.to en requires a minimum carrying (in a capacity wide shearticalwall) e a 6x6 nominal post of the holdown when loaded to the highest allowable load listed in the catalog table. to ensure the tension load carrying capacity of the critical net section meets the This movement is strictly due to the holdown deformation under a static load test 3Y holdown capacity. 3.Use a minimum 46 nominal post for the HD14A.Minimum post size is conducted on a steel jig.All other sources of deflection shall be in addition. ' required to ensure the tension load carrying capacity of the critical net section 10.When using structural composite lumber columns,bolts must be applied to the meets the holdown capacity, wide face of the column. 4.HB is the required minimum distance from the end of the stud to the center of the 11.The Designer shall reduce the allowable loads shown per NDS requirements i first stud bolt hole.End distance may be increased as necessary for installation. when bolt threads are in the shear plane. 5.The designer must specify anchor bolt 12.HDA and HD allowable loads are based on the lower of the 2001 NDS fastener type,length and embedment. See SSTB Anchor Bolts(page 33 34)and Additional Anchor Designs(page 34). values or the ultimate load on a steel test jig divided by 2.5. j1 6.Refer to technical bulletin T-ANCHORSPEC for retrofit anchor solutions 13.Post design shall be by Designer. ($ee page 199 for details). 14.Holdowns may be raised off'sill plate.Refer to table for increased 7.Lag bolts will not develop the listed loads. deflection values(ifappllcable).Refer to note W 8.See page 13-15 for testing and other important information. q,page 14 for installation z Instructions of raised holdowns. 1 1 1 I i i 1. Bolt slip can occur at holdown stud bolts. 2. Increased bolt slip can occur if oversized holes are drilled through the stud for holdown stud bolts (oversized holes are when the hole diameter 9 is greater than the bolt diameter plus%e"per 2001 NDS 11.1.2). 1 2 j 3. When a holdown is.installed on only one side of the stud,an eccentricity exists during loading which can cause more movement in the shearwall 3 BP's are required by system. BEARING the City of Los Angeles. j 4. Unrestrained anchor bolt nuts can spin loose during cyclic loadin ; 4 5 PLATES Check with your local p g y 9 building code on usage. using steel nylon locking nuts or thread adhesive may prevent nut spin. 5. Movement can occur when nuts are not tightened enough. 6 7 (NDSmess aim metal plate ' STUD requires a metal plate, Retightening bolts before covering wall may prevent this. metal strap,or minimum 6. Deflection can occur in the holdown under load caused by stresses due 8 10 oia standard cur washer.) to earthquake or high wind. .' 7. Lateral displacement at the top of the wall rotates the stud around its rx, PILATE base causing the holdown base plate to displace vertically. 8. Wood shrinkage can occur due to drying of the sill plate,rim joist, `i ' and/or top plate;nuts may require retightening.. { 9. FOUNDATION Uplift forces on the bolts can cause localized wood crushing at bolt ' bearing locations. Using larger bearing plates may prevent this. HOEDOWN �h 10.Wood at the end of the studs (sill plates,rim joists,etc.)may crush ' ANCHOR under normal dead and live loading;additional compressive forces due to overturning during earthquake and high wind loads add to ' the deflection. Q Q2 and©do not apply to the PHD and HDt7. 39 STRUCTURAL-USEASD , . . , GM SUPPLEMENT 15 �V Table 4.1A Recommended Shear (Pounds Per Foot) For Structural-Use Panel Shear Walls with Framing of Douglas fir-Larch or Southern Pinea For - Wind Loading Only WIND LOADING ONLY ' Panels A lied Direct to FramingPanels Applied Over 1/2 in.or 5/8 in.Gypsum Sheathing Minimum Minimum Nail Nail Size Nail Spacing at Nail Size Nail Spacing at Nominal Panel Penetration (common or Panel Ed es in. (common or Panel Ed es in. Panel Grade Thickness(in.) in Framing(in.) Galvanized box) 6 4 3 1 2` Galvanized box) 6 4. 1 3 2e 5/16 1-1/4 6d 280 420 545 715 8d 280 420 545 715 3/8 320 505 645 855 Structural 7/16 1-1/2 8d 355d 555d 705d 940d 10d 390 . 600 770' 1020 grades 15/32 390 600 770 1020 15/32 1-5/8 10d 480 715 930 1220 Sheathing, 5/16 or 1/4` 250 270 490 630 250 380 . 490 630 . Plywood 3/8 1-1/4 6d 280 420 545 715 8d 280 420 545 715 Siding$ 3/8 310 450 575 740 N and other 7/ 1-1/2 {../" 335d 4 Od 6 d 820d 10d 365 530 685' 895 R=t structural-use 5/ 2 3 695 89 panel grades 15/32 435 5 8 0 _ Plywood 19/32 1-5/8 l0d 475 MI5 930 1 1220 Sidings Nail Size INail Size r and other (galvanized casing) r (galvanized casin N sructural-use 5/16` l-1/4 6d 195. 295 1 385 505 8d 195 295 385 505 panel grades 3/8 I-1/2 8d 225 335 435 575 lOd 225 335 435 575 For framing of other species:(1)Find specific gravity for species of lumber Framing at adjoining panel edges shall be 3-in.nominal or wider,and in the ANSI/AF&PA National Design Specification for Wood Construction, nails shall be staggered where nails are spaced 2 in.o.c. (2)(a)For common or galvanized box nails,find shear value from table r Framingat adjoining above for nail size for STRUCTURAL I panels(regardless of actual g Panel edges shall be 3-in.nominal or wider,and p ( g grade). nails shall be staggered where 10d nails having penetration into framing (b)For galvanized casing nails,take shear value directly from table above. of more than 1-5/8 in.are spaced 3 in.o.c. (3)Multiply this value by 0.82 for species with specific gravity of 0.42 or s Values apply to all-veneer 1� pp y plywood Siding panels only.Other Plywood greater,or 0.65 for all other species. Siding panels may also qualify on a proprietary basis.Plywood Siding 16 n All panel edges backed with 2-in.nominal or wider framing.Install panels o.c.plywood may be 11/32-in.,3/8-in.or-thicker.Thickness at point of either horizontally or vertically.Space nails maximum 6 inches o.c.along nailing on panel edges governs shear values. intermediate framing members for 3/8-in.and 7/16-in.panels installed on studs spaced 24 in.o.c.For other conditions and panel thickness,space Notes: nails maximum 12 in.o.c.on intermediate supports. The recommended shears presented in Table 4.1A are based on the 3/8-in.or Plywood Siding 16 o.c.is minimum recommended when historically used design stresses for shear walls which are listed in Table applied direct to framing as exterior siding. 4.1B multiplied by 1.4. Some building codes have provided for this ' d Shears may be increased to values shown for 15/32-in:sheathing with increase due to the better understanding of wind loading.The designer same nailing provided(1)studs are spaced a maximum of 16 in.o.c.,or should confirm that the increase is applicable under the local code. (2)if panels are applied with long dimension across studs. Load --Framing �a Shear wall boundary Blocking,all Blocking,all � .panel edges .� panel edges Foundation resistance ' APA—The Engineered Wood Association a�"D Ror F 1122 CQo� � 2 C32PSc�' 152(Q ' Cca.ia � Al - 1 2 f 2 PT'- tilt°S3 5�10 _ I 2 1 y 2 Rom Can® a � Li tL� CL 4 l O`- `� c�u e S(A gCj C) �1 i i r SW V2.� - �'�'�°y � '� C2��a � .�� (Za o S� I 4 � n� i. 522, i v P�nr �o r LP--,. rc, .�: t!L VT Co,b2'= Z. , IL sew 2-1 7t Li o,r s�1'3 sway kd_' S41 ■ _ t as 1 � _ SLi fl 1 t W 1 [cro d W O'` emac ' "�&-Q {� `l'. -4I 7k I i 1 1 _ W C r 1 1 .1 �1 • ' cY�w7c �" OAy" � g�.a1�1�8 � :•; Swl�lk 9 6 14 _: _ _ TM, SS' Losmb c),L 'T"aµ ;41,c x 2= S 1. 1 strapnesj 1 � CODES:See page 12 for Code Listing Key Chart. — These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson for details. ( Model Dimensions Fasteners Allowable BEAM and Ga (Total) Tension Code s„'—'STRAP No• Loads(SPF/HF) Ref. W L Nails (133) (160) — END LSTA9 1 Y4 9 8-10d 645 775 555 665 DISTANCE LSTA12 1Y4 12 10-10d 805 970 695 830 LSTA15 1Y4 15 12-10d 970 1160 830 1000 LSTA18 1Y4 18 14-10d 1130 1235 970 1165 7,62'90,128 im LSTA21 20 1Y4 21 16-10d 1235 1235 1110 1235 LSTA24 1Y4 24 18-10d 1235 1235 1235 1235 ST292 2Y,s 95/ie 12-16d 1120 1265 970 116 0 I ST2122 21/is 1213/ie 1616d 1505 1535 1290 1535 Typical LSTA Installation ST2115 3/4 16e/is 8-16d 665 665 665 665 3,39,88,104,128 (hanger not shown) ST2215. 2�A6 161Yie 20-16d 1880 1880 1625 1880 i Bend strap one time only L8TA30 1% 30 22-10d 1555 1640 LSTA36 1Y4 36F48-10dx1'h 1640 1640 7,62,90,128 LST149 3% 49 2220 2660 9,128 LSTI73 3�'a 73 3330 3995 ��— MSTA9 18 1Y4 9 565 680 MSTA12 1Y4 12 705 850 i MSTA15 1 Material Code Ya 15 1210d 850 1020 ! Model Dim. Bolts Thickness MSTA18 1Y4 18 14-10d 990 1185 N0' Gauge W L Dty Dla Rik x 7,62,90,128 ® MSTA21 1Ya 21 16-10d 0. 1130 1355 i PS2188 2 18 4 3✓a t MSTA24 1Ya 24 1810d f9. 1270 1525 PS418e 7ga 4 18 4 3/s 180 - MSTA30 1Y4 30 22-10d 1835 2050 1585 1900 ! PS7201 63/a 20 8 �h ® MSTA36 1Y4 36 26-10d 2050 2050 1870 2050 j ST6215 2%,6 16%, 20-16d 1895 2095 1640 1970 ST6224 Ve 23-e 28-16d 2540 2540 2315 2540 3,39,88,104,128 ST9 1% 9 8-16d 755 910 655 785 i IT ST12 16 1Y4 11% 10-16d 945 1135 820 985 v/ ST18 1Y4 173/4 14-16d 1325 1420 1150 1380 3,39,88,128 j ST22 1Y4 21% 18-16d 1420 1420 1420 1420 I PS218aWndPS418 zh w. MSTC28 3 28Y4 36-16d sinkers 3000 3600 2590 3110 PS PS720 3Y.' ix• 0 MSTC40 3 40Y4 52-i6d sinkers 4335 4585 3745 4495 Z MSTC52 3 52Y4 62-16d sinkers 4585 4585 4465 4585. 9,23,128 MSTC66 3 653/4 76-16d sinkers �56.¢0 ,56 j 5660 5660 Z MSTC78 14 3 77% 76-16dsinkers 6 8¢(a« 5660 5660 o� y ST6236 2�/e 331�5e 40-16d ;.�„ y,S 3465 3845 3,39,88,104,128 I � U HRS6 13/e 6 6-10d 525 630 455 545 1 HRS8 13A 8 10-10d 875 1050 760 910 128 Z HRS12 1% 12 14-10d 1225 1 1465 1065 1275 j y MSTI26 12 2'/e 26 26-10dxllh 2355 2830 2045 2455 z MST136 2Yie 36 36-10dxl�h 326 3915 2830 3400 a MSTI48 2Yie 48 4810dX1'h 4350 5080 3775 4530 3,39,88,128 f . 0 MST160 Via 60 60-10dxi�h 5080 5080 4720 5080 I MST172 2Y,a 72 6410dx1�h 5080 5080 1 5080 5080 1 3,39,121,128 Typical PS720 Installation 1.Loads include a 33%or 60%load duration Increase on the fasteners for earthquake or wind loading, but DO NOT include a 33%stress increase on the steel capacity.Refer to page 15 for further explanation. 2 10dx1Ys'nails may be substituted where 16d sinkers or 10d are specified at 100%of the table loads. 3.10d commons may be substituted where 16d sinkers are specified at 100%of table loads. 4.16d sinkers(0,148'dia.x 3Y4'long)or 10d commons may be substituted where 16d commons are specified at 0.85 of the table loads. 5.Use half of the nails in each member being connected to achieve the listed loads. 6.PS strap design loads must be determined by the Designer for each installation.Bolts are installed both perpendicular and parallel-to-grain.Hole diameter in the part may be oversized to accommodate the HDG. Designer must determine if the oversize creates an unacceptable installation. 7.for overlap splice details,refer to technical bulletin T-CMST(see page 199 for details). 8.Straps with 10d(0.148 dia.x 3)nails specified may be substituted with 10dx1 1h(0.148 dia.x 1 1h)with no reduction in load. 9.Tension loads apply for uplift when Installed vertically. 10.NAILS:16d=0.162'dia.x 31/2'long,16d Sinker=0.148'dia.x 3Y4'long,10d=0.148'dia.x 3'long. 10dx1 Y2=0.148'dia.x 1 Yz°long.See page 16-17 for other nail sizes and information. 161 y �C�2 © cy. y HOUHr 1e r } ?G�l1EERE0 This product is preferable to similar connectors because of i a)easier Installation,b)higher loads,c)lower installed cost, If VII or a combination of these features. _0 r Post size by.,..•'� — -----------_ _ ..__ _; : .' Designer The HDU series of holdowns combine the advantages of low z, deflection and high capacity from the pre-deflected geometry with the ease of installation of Simpson's patented SDS screws. HDU SPECIAL FEATURES: m Pilot Holes for •Pre-deflected body virtually eliminates deflection due Manufacturing ` to material stretch. purposes I. •Uses SDS screws which install easily,reduces fastener slip, (Fastener £T G F Pressure-treated 3 and provides a greater net section area of the post not required) H barrier may be required compared to bolts. •SDS 1/4x2lh°screws are supplied with the holdowns. �` Q (Lag screws will not achieve the same load.)This ensures the "� I' proper fasteners are used and is convenient for the installer. ' •No stud bolts to countersink at openings. ' MATERIAL:See table. FINISH:Galvanized INSTALLATION: •Use all specified fasteners.See General Notes. , ' •Place the HDU over the anchor bolt. @ Vertical HDU Installation •No additional washer required. •To tie double 2x members together,the Designer must determine 1 HDU may be installed raised off the fasteners required to bind the members to act as one unit HDU the sill plate with no increase in without splitting the wood.See page 20 for more information. deflection value's(see note 7). •See SSTB Anchor Bolts on page 33-34 for ---- anc orage options. For holdowns per ASTM test standards,anchor bolt nut should be •Refer to technical bulletin T ANCHORSPEC for post installed finger tight plus 1/s to turn with a hand wrench,with consideration anchorage solutions(seepage 199 for details). given to possible future wood shrinkage.Care should be taken to not CODES:See page 12 for Code Listing Key Chart. over-torque the nut Impact wrenches should not be used. _-- Model Dimensions Fasteners Allowable Tension Loads Ga No. W H B Anchor Number Holdown Deflection Bolt of SDSF/SP SPF/HF at Highest Allowable Code Ya x2'fz" jBS/§b) (133/160) Design Load Ref. HDU2 SDS2.5 14 3 811/e 3% 11/4 5/B 6 HDU4-SDS2.5 14 3 1015/1e 31% 11/4 0.049 2625 2260 0.017 HDU5-SDS2.5 14 10 4190 3600 3 133/ie 31/4 11/4 5/e 14 5430 US 10 3 165/a 31/a 1 Ya �/e 20 4670 0.061 146,160 U11-SDS2.5 10 3 221/a 31/z 11/4 1 �35O 7180 0.037 ' 30 11275 ? 95 0.040 1.Allowable loads have been increased for earthquake or wind load durations with 8.Deflection at Highest Allowable Design Load: '2.Loads are based on static tests on wood posts,lowed;reduce where r load limi limited bytions govern.the lowest of 0.125' The deflection of a holdown measured between the values of the anchor bolt and the strap portion of the holdown deflection,lowest test ultimate divided by 3 or the calculated SDS 1/4x21h°screws, when loaded to the highest allowable load listed I in the catalog table.This movement is strictly due 3.The Designer must specify anchor bolt 4.When using structural composite lumber columns hscr and embedment.ws must be applied to to the holdown deformation under a static load , the wide face of the column. pp test conducted on a wood jig. { 5.Post design shall be by Designer. 9.Tabulated loads may be doubled when the HDU is 6.SDS screws install best with a low speed 1/z°right angle drill with a "hex head driver. installed on both sides of the wood member provided 7.Deflection values are valid for holdowns flush and raised off of sill late. either the post is large enough or the holdowns are Refer to note q,page 14 for installation instructions of raised holdowns. offset to eliminate screw interferences. •ri he Anchor Ttedown System(ATS)is a method for anchoring shearwalis in mid-rise wood frame construction to resist large uplift forces in stacked shearwall systems caused by earthquakes d high winds.The revolutionary ATS method restrains — �T erturning forces through bearing plates and Simpson rong-Rod providing a high capacity restraint system far exceeding the capacity of traditional holdowns.The patented _ S also offers Take-up Devices to compensate for wood ) ;; rinkage and settling common in mid-rise construction. "I t ! For design information request C-ATS or visit www.strongtia.com. 1 ' I Free ATS Selector Software available 35j GI Y �Lx 1 ' 53k _ M10 M11 M12 M13 M14 7 N8 9 N10 1 k12 M3 1 1 � r Loads:BLC 1,Wind force for T=C Results for LC 1,Wind Analysis for T=C for e The Structural Shop Ltd. SW14 analysis October 31, 2007 11:46 AM SW14 Analysis SW14.R2D ' s3a Company The Structural Shop Ltd. October 31, 2007 Designer - .12:43 PM ' Job Number : SW14 analysis Checked By: Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature ft ft F N 1 47.348477 -97.955398 0 ' N2 68 265107 4 955398 0 N3 57 890107 -97 955398 0 N4 46.51511 -9T95% 8 0 N5 56.890074 97.955398 0 N6 67:431741 -97 955398 0 N7 46 51511 -88 455398 0 N6 47 348477 =$8 455398 0 N9 56.890074 -88.455398 _ 0 1 N 57890107 -88 4.55398 . N11 67.431741 -88.455398 0 N 12 68 2-651j07 =88.455398 0 ' Member Data Shape/ Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb I-End J-End I-End J-End Code Length de rees Set TOM AVM AVM in in ft M1 N4 N7 SEC1 W1 PIN PIN 9.5 M2 N1 N8 SEC1 W.1 PIN P;I'N.- 9`.5 M3 N6 N11 SEC1 W1 PIN 9.5 M4 N2 N12 8EC1 V1%1 PIN, P.I'N. 9:5 M5 N3 N10 SEC1 W1 PIN PIN 9.5 M6' N5 N9 S,EC1 W,1. PIN P.IN: 9 5 M7 N8 N4 SEC1 W1 PIN PIN 9.536 M$' N10'. . N;5::' SEC:1 W1'' ` PIN PIN 9'552 M9 N12 N6 SEC1 W1 PIN PIN 9.536 M10 N7 N8 SEC2 W,2 .833 M11 N8 N9 SEC2 W2 9.542 ' 'N9 N10 SEC2 W2` 1 M12 M13 N10 N11 SEC2 W2 9.542 M14 N1,1. N1,2 SEC2. W2 .833 Wood Material Parameters Wood Set NDS Species Therm Weight Label Database Fb Ft Fv Fc E Poisson's Coef. Density ksi) (ksi) (ksi) (ksi) (ksi Cm Cr E mod Ratio 10^5 F k/ft^3 W1 DFLARN01_6X6 1.2 .825 .085 1 1600 1 1 1 .3 .035 W:2 SP:FIRN01 +6X1`21 .9 1 .45 1 .065 1 .625 1,300 1: , 33 1 .3 1 .035 Material Takeoff Material Shape Length Weight ft k ' W1 T DFLARN01 6X6 85.625 .63 W2 9PFIRN01 6X12" 21.75 .334 Basic Load Case Data aBLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Joint Point Direct Dist. 1 Wind force for T=C None 1 Load Combinations 1 Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 1 1 Wind Analysis for T=C force y1 1 1 ' RISA-2D Version 5.5 [CAProgram Fi1es\RISA\SW14.R2D] Page 1 ' Company The Structural Shop Ltd. October 31, 2007 Designer - 12:43 PM Job Number : SW14 analysis Checked By: Joint Displacements, By Combination ' LC Joint Label X Translation Y Translation Rotation in in radians 1 N1 0 0 0 1 N2 0 0 0 1 N3 0 0 0 1 N4 0 0 0 1 N5 0 0 0 1 N6 0 0 -2.150-3 1 N7 .248 -.004 -4.588e-4 1 N8 .248 -.009 -3.7166-4 1 N9 .246 -.006 -2.134e-4 1 N10 .246 -.01 -2.103e-4 1 N11 245 -.004 -3.337e-4 1 N12 .245 -.009 -4.205e-4 Reactions. By Combination LC Joint Label X Force Y Force Moment k k k-ft 1 N4 -.482 -3.914 0 1 Ni 0 3.66 0 1 N5 -.704 -4.182 0 1 193:: 0: 4::178 0 . 1 N6 467 -3 488 0 1 Totals: -1.653 0 1 COG ft : I NC NC Member Section Forces, By Combination LC Member Label Section Axial Shear Moment k k k-ft 1 M 1 1 1.581 0 0 2 1 581 0 0, 3 1.581 0 0 1 M2 1 16.6 0 0. 2 3.66 0 0 3 366 0 0 1 M3 1 1.83 0 0 2 183 0 0 3 1.83 0 0 ' 1 M4 1 3.746 0 0. 2 3.746 0 0 3 3.746 0 0. 1 M5 1 4.178 0 0 2 4178 0 0 3 4.178 0 0 1 M6 1 2.51 0 0 2 2.51 0 0 3 251 0 0 1 M7 1 -5.516 0 0 2 -551°6 0 0 3 -5.516 0 0 M8 1 -6.729 0 0 2 -6.729 0 0 3 -6.729 0 0 1 M9 1 1 -5.338 0 0 2 -5.338 0 0 3 -5.338 0 0 ' RISA-2D Version 5.5 [C:\Program Files\RISA\SW14.R2D] Page 2 Company The Structural Shop Ltd. October 31, 2007 Designer - 12:43 PM Job Number : SW14 analysis Checked By: Member Section Forces, By Combination. (continued) LC Member Label Section Axial Shear Moment k k k-ft 1 M 10 1 1.653 1.581 0 2 1.653 1.581 -.659 3 1.653 1.581 -1.317 ' 1 M11 1 1.171 -.254 -1.317 2 1.171 -.254 -.104. 3 1.171 -.254 1.109. ' 1 M 12 1 1.171 2.256 1.109 2 1.171 2.256 -.019 3 1.171 2.256 -1.148 1 M13 1 .467 -.258 -1.148 ' 2 .467 -.258 .081 3 .467 -.258 1.31 1 M 14 1 .467 1.572 1.31 1 2 .467 1.572 .655 3 .467 1.572 0 Member Stresses, By Combination LC Member Label Section Axial Shear Bending top Bending bot ksi) (ksi) (ksi) (ksi 1 M 1 1 .052 0 0 0 2 .052 0 0 0 3 .052 0 0 0 1. M2 1 .121 0 0 0 2 .121 0 0 0 3 .121 0 0 0 1 M3 1 .06 0 0 0 2 .06 0 0 0 3 1 M4 1 .124 0 0. '0. 2 .124 0 0 0 3 .124 0 0.: 0 .: 1 M5 1 .138 0 0 0 2 13.8 0 0 :::' 0. . . 3 138 0 0 0 1 M6: 1 083 0 0 0 2 .083 0 0 0 3 083. 0.: 0 0 1 M7 1 -.182 0 0 0 2 -.182 0 0 0 .3 -.182 0 0 0 P. 1 M8 1 -.222. 0 0 0 2 -.222 0 0 0 3 -.222 0 0 0.. 1 M9 1 -.176 0 0 0 2 -.176 0 0 0 3 -.176 0 0 0 1 M 10 1 .026 .03 0 0 .:' 2 .026 .03 .065 -.065 3 .026 .03 .13 -.13 1 Mil 1 .019 -.005 .13 -.13 2 .019 -.005 .01 -.01 3 .019 -.005 -.11 .11 1 M 12 1 .019 .043 -.11 .11 2 .019 .043 .002 -.002 3 1 .019 1 .043 .114 -.114 1 M 13 1 .007 -.005 1 .114 -.114 2 .007 -.005 - 008 .008:. ' RISA-21D Version 5.5 [C:\Program Files\RISA\SW14.R2D] Page 3 Company The Structural Shop Ltd. October 31, 2007 433 Designer - 12:43 PM Job.Number : SW14 analysis Checked By: Member Stresses B Combination continued v ( ) LC Member Label Section Axial Shear Bending top Bending bot ksi) (ksi) (ksi) (ksi 3 .007 -.005 -.13 .13 1 M 14 1 .007 .03 -.13 .13 2 .007 .03 -.065 .065 ' 3 .007 .03 0 0 Member Deflections, By Combination ' LC Member Label Section x-Translation y-Translation (n)L/y Ratio in in 1 M1 1 0 0 NC 2 -.002 -.124 920.379 3 -.004 -.248 460.19 1 M2 1 0 0 NC 2 -.004 -.124 921.127 3 -.009 -.248 46,0.563 1 M3 1 0 0 NC 2 -.002 -.123 NC 3 -.004 -.245 NC 1 M4 1 0 0 NO 2 -.004 -.123 NC 3 -.009 -.245 NC 1 M5 1 0 0 NC 2 -.005 -.123 NC 3 -.01 -.246 NC 1 M6 1 0 0 NC . ' 2 1 -.003 -.123 NC 3 -.006 -.246 NC 1 M7 1 -.013 .247 NC 2 -.007 .124 NC <� 1 3 0 0 NC 1 M8 1 -.016 .245 NC 2 -.008 .123 NC 3 0 0 NC 1 M9 1 -.013 .245 NC 2 -.006 .122 NC 3 0 0 NC 1 M10 1 .248 404 NC 2 .248 -:006 NC 3 .248 -.009 NC 1 M11 1 .248 -.009 NC 2 .247 -..0.1 NC . 3 .246 -.006 NC 1 M12 1 .246 -.006 NC. 2 .246 -.008 NC 3 .246 -.01 NC 1 M 13 1 .246 -.01 NC 2 .245 -.005 NC 3 .245 -.004 NC 1 M14 1 .245 -.004 NC 2 .245 -.006 4656.202 3 .245 -.009 2216.1.89 _Member NDS Code Checks, By Combination LC Member Label Code Chk Loc Shear Chk Loc Eqn Message ft ft 1 M 1 .005 0 .000 0 3.9-3 1 M2 .028 0 .000 0 3.9-3 1 M3 :007 0 .000 0 3.9-3 RISA-2D Version 5.5 [CAProgram Files\RISA\SW14.R2D] Page 4 Company The Structural Shop Ltd. October 31, 2007 Designer - 12:43 PM Job Number : SW14 analysis Checked By: Member NDS Code Checks, By Combination, (continued) LC Member Label Code Chk Loc Shear Chk Loc Eqn Message 1 M4 .029 0 .000 0 3.9-3 1 M5 .036 0 .000 0 3.9-3 1 M6 .013 0 .000 0 3.9-3 1 M7 .221 0 .000 0 3.9-1 1 M8 .270 0 .000 0 39=1 1 M9 .214 0 .000 0 3.9-1 1 MID .147 .833 .461 0 3 9-3 1 Mil .147 0 .074 0 3 9-3 1 M12 .127 1 .659 0 19-3 1 M 13 .145 9.542 .075 0 3.9-3 1 MU .144 0 .459 0 3.9-3 Member NDS Code Details, By Combination ' LC Member Label Fc' Ft' Fb' Fv' RB CL CID ksi) (ksi) (ksi) (ksi 1 Nil .728 .825 1.2 1 .085 4.553 1 .728 1 M2 .728 .825 1.2 .085 4.553 1 .728 1 M3 .728 .825 1.2 .085 4.553 1 .728 ' 1 M4 .728 .825 1.2 .085 4.553 1 .728 1 M5 .728 .825 1.2 .085 4.553 1 .728 1 M6 .728 .825 1.2 .085 4.553 1 .728 ' 1 M7 .725 .825 1.2 1 .085 4.561 1 .725 1 M8. .724 .825 1.2 .0.85. 4.565 1 .724 1 M9 .725 .825 1.2 .085 4.561 1 .725 ' 1 M 10 .624 .45 .9 .065 1 95 1 .99,9 1 Mil .5 .45 .897 .065 6.598 .996 .8 1 M12 .624 .45 .9 .065 2.136 1 .958 1 M 13 .5 .45 1 .897 1 .065 6.598 .996 .8 1 M14 .624 .45 .9 .065 1.95 1 9.99 f ' RISA-2D Version 5.5 [CAProgram Files\RISA\SW14.R2D] Page 5 2!t" Yc 14 _ t 177 4 { 1 1o2) �a o. yr� 44 Q9.t� 'pil�o7 r 1 1 f S STRUCTURAL-USEASD y AND i SUPPLEMENT:' 15 53�- Table 4.1A Recommended Shear Pounds Per Foot For Structural-Use( ) Panel Shear Walls with Framingof Douglas fir-Larch or S - Wind Loading Only Southern Pine For WIND LOADING ONLY Panels Applied Over Panels A vIled Direct to Framing 1/2 in.or 5/8 in.Gypsum Sheathing Minimum Minimum Nail Nail Size Nail Sp'aci'ng at Nall'Size Nail Spacing at Nominal Panel Penetration (common or Panel Ed es in. (common or Panel Edges Panel Grade Thickness(in.) in Framing(in.) Galvanized box) 6 4 1 3 2e Galvanized bog) 6 4 3 2e ^ 5/16 1-1/4 6d 280 420 1 545 715 8d 280 420 '545 715 3/8 320 '505 645 855 Structural 7/16 1-1/2 8d 355d 555d 705d 940d 10d 390 600 770' 1020 i grades 15/32 390 600 770 1020 15/32 1-5/8 10d 480 715 1 930 1220 - - Sheathing, 5/16 or 1/4` 250 270 490 630 250 380 490 630 Plywood 3/8 1-1/4 6d 280 420 545 715 8d 280 420 545 715 Sidings 3/8 � 310 450 r 575 740 W and other 7/16 1-1/2 Y 3 Sd 490d 630d 820d 10d 365 530 685' 895 ' structural-use 32 530 685 895 - panel grades 435 645 840 1080 19/32 1-5/8 lOd 475 715 930f, 1220 Plywood a Sidings Nail Size Nail Size r r and other (galvanized casin (galvanized casing) sructural-use 1 5116` 1 1-1/4 1 6d 1 195 1 295 1 505 8d 195 295 385 505 panel grades 1 3/8 1 1-1/2 1 8d 1 225 1 335 1 435 1 575 10d 225 1 335 1 435 575 I e For framing of other species:(1)Find specific gravity for species of lumber Framing at adjoining panel edges shall be 3-in.nominal or wider,and in the ANSI/AF&PA National Design Specification for Wood Construction. nails shall be staggered where nails are spaced 2 in,o.c. (2)(a)For common or galvanized box nails,find shear value from table f Framing at adjoining panel edges shall be 3-in.nominal or wider,and . above for nail size for STRUCTURAL I panels(regardless of actual� p grade). nails shall be staggered where lOd nails having penetration into framing (b)For galvanized casing nails,take shear value directly from table above. of more than 1-5/8 in.are spaced 3 in.o.c. (3)Multiply this value by 0.82 for species with specific gravity of 0.42 or B Values apply to all-veneer plywood Siding.panels only.Other Plywood greater,or 0.65 for all other species. Siding panels may also qualify on a proprietary basis.Plywood Siding 16 All panel edges backed with 2-in.nominal or wider framing:Install panels o.c.plywood may be 11/32-in.,3/8-in.or thicker.Thickness at point of i either horizontally or vertically.Space nails maximum 6 inches o.c.along nailing on panel edges governs shear values, intermediate framing members for 3/8-in.and 7/16-in.panels installed on studs spaced 24 in.o.c.For other conditions and panel thickness,space Notes: nails maximum 12 in.o.c.on intermediate supports. The recommended shears presented in Table 4.IA are based on the ° 3/8-in.or Plywood Siding 16 o.c.is minimum recommended when historically used design stresses for shear walls which are listed in Table applied direct to framing as exterior siding. 4.1B multiplied by 1.4.Some building codes have provided for this d Shears may be increased to values shown for 15/32-in.sheathing with increase due to the better understanding of wind loading.The designer same nailing provided(1)studs are spaced a maximum of 16 in.o.c.,or should confirm that the increase is applicable under the local code. , i (2)if panels are applied with long dimension across studs. Load Framing x Shear wall boundary ' Blocking,all Blocking,all paneledges pan ledges N I �Y 1. 1F Foundation resistance APA—The Engineered Wood Association e x , sl ® These products are available w this page may also be available with this option,ith additional corrosion protection.Additional products on check with Simpson for details. Material Model Dimensions No. Bod Base Gay HB' SB Fasteners W H HD2A B SO Anchor Stud 7 12 4s/s 2,� DIV Machine Bolts HD5A 3 10 5y4 23/4 8 28/s 171 Dty. Dia. 3 , e HDBA 7 69/e 3� 3�/a 11%e 3�Ae ,� 23/s s 2 s/e HD10A s/8 7 63/e 31 3% 148/s 9' s eAe 2'/e �� 2 /4 HD14A 3/e 7 63/e 3�36 3�/a 18'/s 3' s s/s 2Y,e �� 3 a HD15 3 7 4 3Yz 209/,e 3s/e e e 2�/,s 78 4 % 7 /8 23/,e 1 f 4 3Yz 24Yz 4'/,s 4 1 See notes below. r 3� 2'� 1Y 5 > 1 Allowable Tension Ldtlg Model ... z AFISP(133/16p1 Allowable Tension Loads Holdown' e,4 No. ; , SPF/HF(133/160) Deflection Deflectionat Member Thl'g�Cnes� ile 2 Z Y1t� Wood Member Thickness Allowable A lovable Code l ® HD2A 1555 2055 2565 2775 2 5^? 5 sf 1111 21� 3 3% 4'� Design Load Design Load Ref. 2775 2760 1320 1740 2165 2570 2565 51� Flush Raised' HD5A 1870 2485 3095 3705 4010 HD6A 2275' ;?980 3185 4010 3980 1585 2110 2625 3130 3645 2565 2550 0.058 0.077 ;® HDBA 4405 5105 5460 5415 646 5�10: 1870 2476 3065 3680 .4280. 3700 3680 0.067 0.117 3220350 5 7460 8065 7910 2710 3655 4530 5 5055 5020 HD10A 3945 0.041 0.125 5540 6935 831.0 3275 4600 5745 7045 8160 470 7330 0.111 40,105, 0.121 11080 13645 13380 — 500 9195 0.269 0.269 122 — 16345 15305 — — 11950 12485 0.215 0 282 Allowable loads have been increased for earthquake or wind load durations with — 14355 13810 no further increase allowed;reduce where other load durations govern. 0.082 0.082 HD15 requires a minimum 4x8(in a 3'4Z°wide shearwallJ or a 6x6 nominal post 9'Deflection at Highest Allowable Design Load: The deflection of a holdown measured between the anchor bolt and the strap portion J to ensure the tension load carrying capacity of the critical net section meets the of the holdown when loaded to the highest allowable load listed in the catalog table. holdown capacity. nimum al Post 3 equuse aedlt ens u ex he tens on l adfcarryinA or the oapac ty of thUrne Post critical inet section This Movement tructeelji strictly due to the holdown deformation under a static load test conducted on a steel jig.All other sources of deflection shall be in addition. meets the holdown capacity, 10.When usingal composite lumber columns,bolts must be applied to the HB is the required minimum distance from the end of the stud to the center of the Designer shall reduce the allowable loads shown first stud bolt hole.End distance may be increased as necessary for installation, wide face of the column. 5.The designer must specify anchor bolt 11.The Des( type,length and embedment. 12.HDA and HD ailowablewhen bolt threads are lloads an the he based on the lower ofrthe 2001uNements ear plane ee SSTB Anchor Bolts(page 33 34J and Additional Anchor Designs a e 34J. values or the ultimate load s a steel test jig divide efer to technical bulletin T-ANCHORSPEC for retrofit an solutions 13.Post design shall see page 199 for details). DS fastener 9 all be by Designer. A d by 2.5. ag bolts will not develop the listed loads. 14.Holdowns may be raised off sill plate.Refer to table for increased B..See page 13-15 for testing and other important information. deflection values(e hol ).Refer to note q,page 14 fo Instructions of raised holdowndowns. r installation B slip can occur at holdown stud bolts. 1nlased bolt slip can occur if oversized holes are drilh the led for holdown stud bolts(oversized holes are when)the hole diameter fs greater than the bolt diameter p/us%s°per2001 NDS 11.1.2). 9 1 a holdown is installed on only one side of the stud,an eccentricity1 2uring loading which can cause more movement in the shearw all I by Inrestrained anchor bolt nuts can spin loose during cyclic loading; BP's are required ge sin Steel nylon locking nuts or thread adhesive may 4 5 BEARING the k of Los Angeles: p�q�S Check with your local i q ent can occur when nuts are not tightened enou9fhvent nut spin. building code on usage. ' 't tening bolts before covering wall may prevent this. 6 7 (NDssectlon 1L1.23 ,,f ection can occur in the holdown under load caused by stresses due STUD Metarequl res a meta/hate, j :earthquake or high wind. 8 10 Of atanda,or minimum Of a standard cut washer.) I t displacement at the top of the wall rotates the stud around its 3using the holdown base plate to displace vertical) . SILL i hrinkage can occur due to drying of the sill plate,rim joist, ° sF>`t PLATE 1/or t0 a;t } v ° p plate;nuts may require retightening. ?' t rces O the bolts can cause localized wood crushing at bolt locations.Usin rg larger bearing plates may prevent this. FOUNDATION o o I the end of the studs(sill plates,rim joists,etc.)may crush er normal dead and live loading;additional compressive forces HOEDOWN ANCHOR _overturning during earthquake and high wind loads add to f ction. © 2Q and©do not apply to 816 PHD and HDQ. 1 1 M � s 1 1 1 1 i 1� 1 1 w i 1 Gbe) ............. i 1 I I t k i I f s 7 S - i f j i • i f { i 1 i i b a Gof ' ! 1( � (� �. l '�1P��` lga �'= �.�'�a�` .. dal — I�A bO'-1 '26 So� AN. kA L- LL— Y J� t d i 1 r i 1 I i r i i piS S f ' 1 n ' I 1 R 1 qspm ' i I.1 Zoo I i i ( i i I i ri 3 i 1 — 0 _ ----_—_--_.____—_---_.___..._.._.... .... ._... i i da5� i i y1y I Ott t M y7--\o { i � 3 E n i f 1 1 1 , } I i i t� =V P, i i i i 1 i s G©� Title: Job# Dsgnr: Date: 8:07PM, 1 NOV 07 Description Scope Rev: 510300 Page 1 ' User:KW-0603874,Ver 5.1.3.22-Jun-1999,W102 Square Footing Design (c)1983-99 ENERCALC y:\2007 lobs\konstant architecture\07581 358 # Description Foundation - F1 ' General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements ;: Dead Load 20.760 k Footing Dimension 5.000 ft Live Load 34.750 k Thickness 14.00 in ' Short Term Load 0.000 k #of Bars 6 Seismic Zone 0 Bar Size 6 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 3,000.0 psi ' LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 6.00 in Allowable Soil Bearing 3,000.00 psf Reinforcing Rebar Requirement Actual Rebar"d"depth used 10.375 in As to USE per foot of Width 0.415 in2 ' 200/Fy 0.0050 Total As Req'd 2.076 in2 As Req'd by Analysis 0.0025 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0033 % ' Summary Footing OK 5.00ft square x 14.Oin thick with 6-#6 bars Max.Static Soil Pressure 2,389.57 psf Vu:Actual One-Way 41.87 psi ' Allow Static Soil Pressure 3,000.00 psf Vn*Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 2,389.57 psf Vu:Actual Two-Way 128.10 psi ' Allow Short Term Soil Pressure 3,990.00 psf Vn*Phi:Allow Two-Way 186.23 psi Alternate Rebar Selections... Mu :Actual 9.52 k ft 11 #4's 7 #5's 5 #6's Mn*Phi :Capacity 15.89 k-ft 4 #7's 3 #8's 3 #9's 2 #10's ' Title: Job# 0 Dsgnr: Date: 8:07PM, 1 NOV 07 Description ' Scope: Rev: 510300 - User:KW-0603874,Ver 5.1.322Jun-1999,Win32 Square Footing Design Page 1 (y 1983-99 ENERCALC •.. 02007 lobs\konstant architecture\07581_358 Description Foundation - F2 ' General Information Calculations are designed to ACI 318 95 and 1997 UBC Requirements Dead Load 3.580 k Footing Dimension 2.500 ft Live Load 4.770 k Thickness 12.00 in Short Term Load - 0.000 k #of Bars 4 Seismic Zone 0 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 3,000.0 psi ' LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 3.50 in Allowable Soil Bearing 3,000.00 psf ' Reinforcing Rebar Requirement Actual Rebar"d"depth used 8.438 in As to USE per foot of Width 0.142 in2 200IFy 0.0050 Total As Req'd 0.354 in2 As Req'd by Analysis 0.0005 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % ' Summary ., Footing ooting OK 2.50ft square x 12.Oin thick with 4-#5 bars Max.Static Soil Pressure 1,481.00 psf Vu:Actual One-Way 9.12 psi Allow Static Soil Pressure 3,000.00 psf Vn'Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 1,481.00 psf Vu:Actual Two-Way 30.06 psi ' Allow Short Term Soil Pressure 3,990.00 psf Vn'Phi:Allow Two-Way 186.23 psi Alternate Rebar Selections... Mu :Actual 1.40 k-ft 2 #4's 2 #5's 1 #6's Mn Phi :Capacity 12.07 k-ft 1 #7's 1 #8's 1 #9's 1 #10's ' Title: Job# 6 O(0 Dsgnr: Date: 8:07PM, 1 NOV 07 Description t Scope Rev 510300 User:KW-0603874,Ver61322Jun1999,Win32 Square Footing Des Page 1 (c)1983-99 ENERCALC Design y:\2007 f`obbs\konstant architecture\07581 358 Description Foundation - F3 ' General Information Calculations v designed 1997 BC Requirements 1 ,e peaa a� 11.000 ksr rm srooting Dimension A EI 3 sa �d .500 ft .; rw+ Live Load 14.660 k Thickness 12.00 in ' Short Term Load 0.000 k #of Bars 6 Seismic Zone 0 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 ' Concrete Weight 145.00 pcf fc 3,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 3.50 in Allowable Soil Bearing 3,000.00 psf ' LReinforcing Rebar Requirement Actual Rebar"d"depth used 8.438 in As to USE per foot of Width 0.240 in2 t 200/Fy 0.0050 Total As Req'd 0.839 in2 As Req'd by Analysis 0.0018 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0024 % ' Summary Footing OK 3.50ft square x 12.Oin thick with 6-#5 bars 1 Max.Static Soil Pressure 2,239.69 psf Vu:Actual One-Way 31.10 psi Allow Static Soil Pressure 3,000.00 psf Vn*Phi:Allow One-Way 93.11 psi Max.Short Term Soil Pressure 2,239.69 psf Vu:Actual Two-Way 97.67 psi Allow Short Term Soil Pressure 3,990.00 psf Vn*Phi:Allow Two-Way 186.23 psi Alternate Rebar Selections... Mu :Actual 4.50 k-ft 5 #4's 3 #5's 2 #6's Mn*Phi:Capacity 12.90 k-ft 2 #7's 2 #8's 1 #9's 1 #10's t 6oa-- ' Title: Job# Dsgnr: Date: 8:07PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874 Ver51.3,22-Jun-1999,Win32 Single Span Beam Analysis Page 1 ' (c)1983-99 ENERCALC ' y:\2007 jobs\konstant architecture\07581 358 € .. Description Foundation- Foundation Wall Analysis#1 General Information Center Span 13.00 ft Moment of Inertia 1,000.000 in4 Left Cantilever ft Elastic Modulus 29,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin — Trapezoidal Loads Magnitude @ Left k/ft k/ft k/ft k/ft Magnitude @ Right 0.390 k/ft k/tt k/ft k/ft Dist.To Left Side ft ft ft ft ' Dist.To Right Side 13.000 ft ft ft ft Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft ' Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 0.84 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary Moments... Shears... Reactions... Max+@ Center 4,23 k-ft at 7.50 ft @ Left 0.84 k @ Left 0.84 k Max-@ Center -0.00 k-ft at 13.00 ft @ Right 1.69 k @ Right 1.69 k @ Left Cant 0.00 k-ft Maximum 1.69 k @ Right Cant 0.00 k-ft Deflections... @ Center -0.004 in at 6.75 ft Maximum = 4.23 k ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft t ' p9 Title: Job# Dsgnr: Date: 8:07PM, 1 NOV 07 Description Scope: Rev Single Span Beam Analysis 07 e 1 User KW-06 g KW-0603874 Ver 5.1.3,22 Jun 1999,Win32 sis ' I (c)1983-99 ENERCALC y:\2OO7 fObS\kOrlStBnt arChltE'Clure\O7SH1 3SH . L --tXw - iM�.,.-,:-i�,2. Description Foundation- Foundation Wall Analysis#2 General Information ' z'�.v;: .' � uti. -$w'�,38�<i `�,'i4lr�"'�➢drtRfrs'�cl�!''aSdu:� .`^�fr,:.ok139: . N rani--,P''tR..,^ .:.. 'r. e$*=�@hTua'�.0.�.�u.'"fi1``-. eme.`�§�h..-'m,"�,:+k�'y'N.s"�ik�1F,72�€"'`."�.$'f`31�£9„42a., Center Span 14.00 ft Moment of Inertia 1,000.000 in4 ' Left Cantilever ft Elastic Modulus 29,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin Trapezoidal Loads - -. - ' Magnitude @ Left k/ft k/ft k/ft k/ft Magnitude @ Right 0.420 k/ft K/tt k/ft k/ft Dist.To Left Side 0.750 ft ft ft ft Dist.To Right Side 14.750 ft ft ft ft ' Query Values Center Location 0.000 ft Left Cant 0.000 ft Right Cant 0.000 ft t Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 0.83 k 0.00 k 0.00 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary Moments... Shears... Reactions... ' Max+@ Center 4.74 k-ft at 8.19 ft @ Left 0.83 k @ Left 0.83 k Max-@ Center -0.00 k-ft at 14.00 ft @ Right 1.80 k @ Right 1.80 k Maximum 1.80 k @ Left Cant 0.00 k-ft @ Right Cant 0.00 k-ft Deflections... @ Center -0.006 in at 7.29 ft Maximum = 4.74 k-ft @ Left Cant. 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft N 1 1 1 � 1 1 1 1� 1 1 1 r � 1 1A z— a'THKaC PRECAST PLANK iM MAX 4•NOWS11WT &TOPPING N r r r o `P 1 1 (7 W TWoK PRGG06T PLAW p 5 W MAX 4'NOfEBTRL nR&TOPPING r T, 1 r 13 r N a,V"PREOIBT PLANK MAX 4'NOWSTIWTLR&TOPPING r r 1 � m 1 �� 1 I f i 1 t � I I 4 i i ; I R 1 UAA2ac lea'o c ,i L i 1 { 1 ! I k I i {i rl j F I I 3 fj ' I I !I ' Title: Job# j'C)2 Dsgnr: Date: 9:18AM, 5 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description Typ. Roof Joist ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x8 Center Span 6.75 ft . . . . .Lu 0.00 ft ' Beam Width 1.500 in Left Cantilever ft .. .. .Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.000 Fv Allow 70.0 psi ' Beam End Fixity Pin-Pin Fc Allow 425.0 psi Repetitive Member E 1,400.0 ksi Full Lengh Uniform Loads Center DL 67.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary Beam Design OK Span=6.751t,Beam Width= 1.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.446 ; 1 Maximum Moment 0.4 k-ft Maximum Shear* 1.5 0.3 k Allowable 1.3 k-ft Allowable 0.8 k ' Max.Positive Moment 0.38 k-ft at 3.375 ft Shear: @ Left 0.23 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.23 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.070 in Max.M allow 1.32 @ Right 0.000 in ' Reactions... fb 348.46 psi fv 31.19 psi Left DL 0.23 k Max 0.23 k Fb 1,207.50 psi Fv 70.00 psi Right DL 0.23 k Max 0.23 k ' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.047 in -0.047 in Deflection 0.000 in 0.000 in ...Location 3.375 ft 3.375 ft ...Length/Deft 0.0 0.0 ' ...Length/Deft 1,726.1 1,726.14 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 32.440 Le 0.000 ft Sxx 13.141 in3 Area 10.875 in2 Cf 1.200 Rb 0.000 Cl 0.000 ' Max Moment Sxx Read Allowable fb @ Center 0.38 k-ft 3.79 in3 1,207.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,207.50 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 0.34 k 0.34 k Area Required 4.846 in2 4.846 in2 Fv:Allowable 70.00 psi 70.00 psi ' Bearing @ Supports Max.Left Reaction 0.23 k Bearing Length Req'd 0.355 in Max.Right Reaction 0.23 k Bearing Length Req'd 0.355 in ' Title: Job# 7-0-5 Dsgnr: Date: 9:18AM, 5 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC y:\2. 007 jobs\konstant architecture\07581 358 ' Description Roof Hip Design General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x10 Center Span 9.50 ft . . .. .Lu 0.00 ft Beam Width 3.000 in Left Cantilever ft .. . ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ..Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 70.0 psi ' Beam End Fixity Pin-Pin Fc Allow 425.0 psi Repetitive Member E 1,400.0 ksi Trapezoidal Loads ' #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 213.00 #/ft LL @ Right #/ft End Loc 6.667 ft #2 DL @ Left 213.00 #/ft LL @ Left #/ft Start Loc 6.666 ft ' DL @ Right #/ft LL @ Right #/ft End Loc 13.330 ft Summary 11Beam Design OK ' Span=9.50ft,Beam Width=3.000in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.485 ; 1 Maximum Moment 1.6 k-ft Maximum Shear* 1.5 0.9 k Allowable 3.9 k-ft Allowable 1.9 k Max.Positive Moment 1.62 k-ft at 5.320 ft Shear: @ Left 0.46 k Max.Negative Moment -0.00 k-ft at 9.500 ft @ Right 0.73 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.138 in Max.M allow 3.95 Reactions... @ Right 0.000 in fb 454.25 psi fv 33.94 psi Left DL 0.46 k Max 0.46 k Fb 1,106.88 psi Fv 70.00 psi Right DL 0.73 k Max 0.73 k Deflections Center Span... Dead Load Total Load Left Cantilever.. Dead Load Total Load Deflection -0.092 in -0.092 in Deflection 0.000 in 0.000 in ' ...Location 4.902 ft 4.902 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,235.2 1,235.18 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 32.440 Le 0.000 ft Sxx 42.781 in3 Area 27.750 in2 ' Cf 1,100 RI 0,000 Cl 0,000 Max Moment Sxx Req'd Allowable fb @ Center 1.62 k-ft 17.56 in3 1,106.88 psi @ Left Support 0.00 k-ft 0.00 in3 1,106.88 psi @ Right Support 0.00 k-ft 0.00 in3 1,106.88 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 0.67 k 0.94 k Area Required 9.555 in2 13.456 in2 Fv:Allowable 70.00 psi 70.00 psi Bearing @ Supports Max. Left Reaction 0.46 k Bearing Length Req'd 0.357 in Max. Right Reaction 0.73 k Bearing Length Req'd 0.573 in Title: Job# Dsgnr: Date: 9:18AM, 5 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALCy 2007 iobs\konstant archltecture\07581 358 Description Typ. Ceiling Joists General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x8 Center Span 13.33 ft .. . . .Lu 0.00 ft ' Beam Width 1.500 in Left Cantilever ft .. . ..Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft ..Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 70.0 psi ' Beam End Fixity Pin-Pin Fc Allow 425.0 psi Repetitive Member E 1,400.0 ksi Full Lengh Uniform Loads Center DL 13.30#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft .Summary Beam Design OK Span= 13.33ft,Beam Width= 1.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.224 : 1 Maximum Moment 0.3 k-ft Maximum Shear ' 1.5 0.1 k Allowable 1.3 k-ft Allowable 0.8 k ' Max.Positive Moment 0.30 k-ft at 6,666 ft Shear: @ Left 0.09 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.09 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.213 in Max.M allow 1.32 Reactions... @ Right 0.000 in ' fb 269.89 psi fv 11.15 psi Left DL 0.09 k Max 0.09 k Fb 1,207.50 psi Fv 70.00 psi Right DL 0.09 k Max 0.09k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.142 in -0.142 in Deflection 0.000 in 0.000 in ...Location 6.666 ft 6.666 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,128.3 1,128.31 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 32.440 Le 0.000 ft Sxx 13.141 in3 Area 10.875 in2 Cf 1.200 Rb 0.000 Cl 0.000 Max Moment Sxx Redd Allowable fb @ Center 0.30 k-ft 2.94 in3 1,207.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,207.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,207.50 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 0.12 k 0.12 k Area Required 1.733 in2 1.733 in2 Fv:Allowable 70.00 psi 70.00 psi Bearing @ Supports Max.Left Reaction 0.09 k Bearing Length Req'd 0.139 in Max. Right Reaction 0.09 k Bearing Length Req'd 0.139 in i I 14 SoPy., i I i t ' I I 2L� 1 , I I ' i , J i 1 I 1 F ; t 4.4 Standard load tables �©b 5FANERETE® 8" thick ' 1 .50" strand cover 4.0 Standard 0000000000g Spancrete ' Issued 10/94 i� 48 1 ' No Structural Topping 2 Inch Bonded Structural Topping Dead Load Weight of Slab=63 psf Dead Load Weight of Slab With Topping=88 psf ' FIRE RATINGS (Hours) FIRE RATINGS (Hours) Code Restrained Unrestrained Code Restrained Unrestrained Rational Design 11/2 11/2 Rational Design 11/2 11/2 SBC/UBC 2- 11/2 SBC/UBC 3 11/2 UL 2" 11/2 UL 4 11/2 DILHR 51.045 Table 2 1 1 DILHR 51.045 Table 2 1 1 SECTION PROPERTIES SECTION PROPERTIES A=258 in.2 Yt=4.02 in. b=19.6 in. A=343 in? Yt=4.78 in. b=19.6 in. ' I=1806 in.4 Yb=3.98 in. Wt=63 psf I=3443 in.4 Yb=5.22 in.. Wt=88 psf ftkift Mn 9.85 13.29 17.47 22.64 27.47 31.95 n kMn1ft 12.97 17.57 23.16 30.08 36.58 42.68 Series 1.50D- 1.50D- 1.50D- 1.50D- 1.50D 1.50D• Series 1.50D- 1.50D. 1.50D- 1.50D- 1.50D- 1.50D- Span' 8506 8606 8706 8708 8710 8712, Span 8506T 8606T 8706T 8708T 8710T 8712T in Feet ALLOWABLE SUPERIMPOSED LOAD IN POUNDS PER SQUARE FOOT in Feet ALLOWABLE SUPERIMPOSED LOAD IN POUNDS PER SQUARE FOOT ' 13 222 318 435 579 14 239 349 484 516 563 14 185 267 368 492 583 15 199 295 412 458 501 543 15 154 226 314 422 520 564 16 166 251 353 424 446 483 16 129 192 269 364 453 503 17 139 214 305 395 402 432 _ 17 108 165 233 317 395 453 18 116 183 264 364 369 390 18 91 141 202 277 347 410 19. 157 229 320 346 19 76 121 17 243 306 20 134 200 281 325 ' 20 64 105 154 J 215 271 - 21 175 249 306 21 90 135 190 241 22 153 220 283 22 77 118 168 215 23 134 195 253 ' 23 66 104 150 193 24 173 227 24 57 91 133 1 33 25 154 203 25 80 119 155 26 137 181, 26 70 106 139 27 159 ' 27 61 94 126 28 140 28 84 113 29 122 29 75 102 30 ' 30 67 92 31 119 31 83 105 32 104 32 74 95 33 67 86 34 78 35 71 36 64 t *In areas where the heat transmission requirements of ASTM E-119 may be reduced ' to 1/2 the hourly rating (Wis. ILHR 51.042)these units qualify for a 3 hour rating. In.areas where the heat transmission requirements of ASTM E-119 may be reduced 1" 11/2" 11/2"or More to 1/2 the hourly rating (Wis.ILHR 51.042)these units qualify for a 4 hour rating. Camber Camber 35 Title: Job# �F- Dsgnr: Date: 9:18AM, 5 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver5.1.3,22-Ju 1999,Win32 Steel Beam Design Page- 1 (c)1963-99 ENERCALC y:\2007 jobs\konstant arch itecture\07581 358 Description Pool Structure-2nd Floor Framing (21_1) ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W16X26 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 12.50 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 4.00 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 2.875 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft ' Summary Beam OK Static Load Case Governs Stress Using:W16X26 section,Span= 12.50ft, Fy=50.Oksi End Fixity= Pinned-Pinned,Lu=4.00ft,LDF= 1.000 ' Actual Allowable Moment 56.662 k-ft 105.513 k-ft Max.Deflection -0.183 in fb: Bending Stress 17.721 ksi 33.000 ksi Length/DL Defl 821.6 : 1 fb/Fb 0.537 :1 Length/(DL+LL Defl) 821.6 : 1 ' Shear 18.132 k 78.450 k fv:Shear StresE 4.623 ksi 20.000 ksi fv/Fv 0.231 : 1 Force &Stress Summary «--These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only as Center Center Cants Cants Max.M+ 56.66 k-ft 56.66 k-ft Max.M- k-ft Max.M @ Left k-ft Max. M @ Right k-ft Shear @ Left 18.13 k 18.13 k Shear @ Right 18.13 k 18.13 k Center Defl. -0.183 in -0.183 0.000 -0.183 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in ' Reaction @ Left 18.13 18.13 18.13 k Reaction @ Rt 18.13 18.13 18.13 k Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W16X26 Depth 15.690 in Weight 26.09#/ft r-xx 6.260 in Width 5.500in I-xx 301.00 in4 r-yy 1.117 in Web Thick 0.250 in I-yy 9.59 in4 Rt 1.360 in Flange Thickness 0.345 in S-xx 38.368 in3 Area 7.68 in2 S-yy 3.487 in3 j i f i i f l k,`' 10, I } i i s i I i L3 F 1 i i f � f i } i 1 i� 3 � 3 E i t j g � 1 i i ' Title: Job# �o Dsgnr: Date: 9:18AM, 5 NOV 07 Description Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 (c)1983-99 ENERCALC y:\ 007 j 2obs\konstant architecture\07581 358 Description Pool Structure-2nd Floor Framing (2L2) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W16X26 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 9.33 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 4.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 2.603 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft ' f Summary Beam OK Static Load Case Governs Stress Using:W16X26 section,Span=9.33ft, Fy=50.Oksi End Fixity= Pinned-Pinned,Lu=4.00ft,LDF=1.000 ' Actual Allowable Moment 28.626 k-ft 105.513 k-ft Max.Deflection -0.051 in fb:Bending Stress 8.953 ksi 33.000 ksi Length/DL Defl 2,178.2 : 1 fb/Fb 0.271 :1 Length/(DL+LL Defl) 2,178.2 : 1 ' Shear 12.269 k 78.450 k fv:Shear Stres; 3.128 ksi 20.000 ksi fv I Fv 0.156 : 1 ' Force &Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max.M+ 28.63 k-ft 28.63 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 12.27 k 12.27 k Shear @ Right 12.27 k 12.27 k Center Defl. -0.051 in -0.051 0.000 -0.051 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 12.27 12.27 12.27 k Reaction @ Rt 12.27 12.27 12.27 k Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W16X26 Depth 15.690 in Weight 26.09#/ft r-xx 6.260 in Width 5.500in I-xx 301.00 in4 r-yy 1.117 in Web Thick 0.250 in I-yy 9.59 in4 Rt 1.360 in Flange Thickness 0.345 in S-xx 38.368 in3 Area 7.68 in2 S-yy 3.487 in3 ' Title: Job# I� Dsgnr: Date: 9:18AM, 5 NOV 07 Description ' Scope: Rev: 510300 ' User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page- 1 A2007 (c)1983-99 ENERCALC jobs\konstant arch ltecture\07581 358 Description Pool Structure-2nd Floor Framing (21-3) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W16X57 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 18.33 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu: Unbraced Length 4.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 2.603 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft ' Summary Beam OK Static Load Case Governs Stress Using:W16X57 section,Span=18.33ft, Fy=50.Oksi End Fixity= Pinned-Pinned,Lu=4.00ft,LDF=1.000 Actual Allowable Moment 111.756 k-ft 253.743 k-ft Max. Deflection -0.308 in fb:Bending Stress 14.534 ksi 33.000 ksi fb/Fb 0.440 : 1 Length/DL Defl 715.3 : 1 Length/(DL+LL Defl) 715.3 : 1 ' Shear 24.383 k 141.298 k fv:Shear Stres: 3.451 ksi 20.000 ksi fv/Fv 0.173 : 1 Force & Stress Summary <- These columns are Dead+Live Load placed as noted-» DL LL LL+ST LL LL+ST Maximum Only Center (a)Center Cants Cants ' Max.M+ 111.76 k-ft 111.76 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 24.38 k 24.38 k Shear @ Right 24.38 k 24.38 k Center Defl. -0.308 in -0.308 0.000 -0.308 0.000 0,000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 24.38 24.38 24.38 k Reaction @ Rt 24.38 24.38 24.38 k Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W16X57 Depth 16.430 in Weight 57.06#/ft r-xx 6.717 in Width 7.120in I-xx 758.00 in4 r-yy 1.602 in Web Thick 0.430 in I-yy 43.10 in4 Rt 1.860 in Flange Thickness 0,715 in S-xx 92.270 in3 ' Area 16.80 in2 S-yy 12.107 in3 t � i i { _ 1 i t2(0�� t I ' � f 1 � I f � , ( ( f 1 f S 3 Y { { 1 i ! i 4 : r ' Title: Job# Dsgnr: Date: 9:18AM, 5 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3.22-Jun-1999,Win32 Steel Beam Design Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description Pool Structure-2nd Floor Framing (21_4) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W8X18 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 5.50 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 4.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.932 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft ' SummagL__jj Beam OK Static Load Case Governs Stress Using:W8X18 section,Span=5.50ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=4.00ft,LDF=1.000 Actual Allowable Moment 3.592 k-ft 30.114 k-ft Max.Deflection -0.011 in fb:Bending Stress 2.834 ksi 23.760 ksi Length/DL Defl 6,058.3 : 1 fb/Fb 0.119 :1 Length/(DL+LL Defl) 6,058.3 : 1 Shear 2.612 k 26.960 k fv:Shear Stres: 1.395 ksi 14.400 ksi fv/Fv 0.097 :1 Force& Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Ca.Center (a Center Cants Cants Max. M+ 3.59 k-ft 3.59 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 2.61 k 2.61 k Shear @ Right 2.61 k 2.61 k Center Defl. -0.011 in -0.011 0.000 -0.011 0.000 0.000 in ' Left Cant Defl 0,000 in 0,000 0,000 0.000 0,000 0,000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.61 2.61 2.61 k ' Reaction @ Rt 2.61 2.61 2.61 k Fa calc'd per 1.5-1,K'L/r<Cc Section Properties W8X18 ' Depth 8.140 in Weight 17.87#/ft r-xx 3.430 in Width 5.250in I-xx 61.90 in4 r-yy 1.231 in Web Thick 0.230 in I-yy 7.97 in4 Rt 1.390 in Flange Thickness 0.330 in S-xx 15.209 in3 Area 5.26 in2 S-yy 3.036 in3 Title: -4 (3 Job# I ' Dsgnr: Date: 9:17AM, 5 NOV 07 Description Scope Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 1 (c)1983-99 ENERCALC y:\2007Jobs\konstant arch itecture\07581_358 Description Pool Structure-2nd Floor Framing (21_5) Requirements Calculations are designed to AISC 9th Edition ASD and 1997 UBC Re General Information g q Steel Section : W8X18 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 5.50 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 4.00 ft ' Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 2.600 k ' Live Load k Short Term k Location 1.500 ft Summary Beam OK ' Static Load Case Governs Stress Using:W8X18 section,Span=5.50ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=4.00ft, LDF=1.000 Actual Allowable 1 Moment 2.882 k-ft 30.114 k-ft Max.Deflection -0.007 in fb: Bending Stress 2.274 ksi 23.760 ksi Length/DL Defl 9,866.3 : 1 fb 1 Fb 0.096 :1 Length/(DL+LL Defl) 9,866.3 : 1 Shear 1.940 k 26.960 k 1 fv:Shear Stres: 1.036 ksi 14.400 ksi fv/Fv 0.072 :1 Force &Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (a)Center (a)Center Cants Cants Max.M+ 2,88 k-ft 2,88 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 1.94 k 1.94 k Shear @ Right 0.76 k 0.76 k Center Defl. -0.007 in -0.007 0.000 -0.007 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0,000 in 0,000 0.000 0,000 0,000 0,000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 1.94 1.94 1.94 k Reaction @ Rt 0.76 0.76 0.76 k ' Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W8X18 Depth 8.140 in Weight 17.87#/ft r-xx 3.430 in ' Width 5.250in I-xx 61.90 in4 r-yy 1.231 in Web Thick 0.230 in I-yy 7.97 in4 Rt 1.390 in Flange Thickness 0.330 in S-xx 15.209 in3 Area 5.26 in2 S-yy 3.036 in3 i I � I I 1 j i i i i�� `�°'� II � 1 -- psi co� i I f 1 n ` _ 4 I i 1 re i i c I 2 1 i' i ' Title: Job# Dsgnr: Date: 9:17AM, 5 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 ' (c)1983-99 ENERCALC y:2007 jobs\konstant architecture\07581 358 Description Pool Structure- 2nd Floor Framing (21_6) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W8X18 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 7.17 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 4.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.932 k/ft LL k/ft ST k/ft Start Location ft End Location ft Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 0.491 k Live Load k Short Term k Location 0.500 ft Summary � Beam OK �' Static Load Case Governs Stress Using:W8X18 section,Span=7.17ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=4.00ft,LDF= 1.000 Actual Allowable Moment 6.222 k-ft 30.114 k-ft Max.Deflection -0.032 in fb:Bending Stress 4.909 ksi 23.760 ksi Length/DL Defl 2,673.8 : 1 fb/Fb 0.207 :1 Length/(DL+LL Defl) 2,673.8 : 1 Shear 3.861 k 26.960 k fv:Shear Stres: 2.062 ksi 14.400 ksi ' fv/Fv 0.143 : 1 Force & Stress Summary ' <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (a Center (a-Center Cants Cants Max.M+ 6.22 k-ft 6.22 k-ft 1 Max.M k-ft Max.M @Left k-ft Max.M @ Right k-ft Shear @ Left 3.86 k 3.86 k ' Shear @ Right 3.44 k 3.44 k Center Defl. -0.032 in -0.032 0.000 -0.032 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.86 3.86 3.86 k Reaction @ Rt 3.44 3.44 3.44 k ' Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W8X18 Depth 8.140 in Weight 17.87#/ft r-xx 3.430 in Width 5.250in I-xx 61.90 in4 r-yy 1.231 in Web Thick 0.230 in I-yy 7.97 in4 Rt 1.390 in Flange Thickness 0.330 in S-xx 15.209 in3 Area 5.26 in2 S-yy 3.036 in3 1 �`b Title: Job# Dsgnr: Date: 9:17AM, 5 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 (c)1983-99 ENERCALC y:\2007 lobs\konstant architecture\07581_358 Description Pool Structure-2nd Floor Framing (2L7) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W8X24 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 13.33 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 4.00 ft ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.827 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using:W8X24 section,Span= 13.33ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=4.00ft,LDF=1.000 Actual Allowable ' Moment 18.911 k-ft 41.348 k-ft Max.Deflection -0.252 in fb:Bending Stress 10.867 ksi 23.760 ksi Length/DL Defl 634.9 : 1 fb/Fb 0.457 :1 Length/(DL+LL Defl) 634.9 : 1 Shear 5.674 k 27.977 k fv:Shear Stres; 2.920 ksi 14.400 ksi fv/Fv 0.203 : 1 ' Force & Stress Summary «-_These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (a.Center Center Cants Cants Max.M+ 18.91 k-ft 18.91 k-ft Max. M- k-ft Max.M @ Left k-ft Max. M @ Right k-ft Shear @ Left 5.67 k 5.67 k Shear @ Right 5.67 k 5.67 k Center Defl. -0.252 in -0.252 0.000 -0.252 0.000 0.000 in 1 Left Cant Defl 0,000 in 0,000 0,000 0,000 0,000 0,000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.67 5.67 5.67 k ' Reaction @ Rt 5.67 5.67 5.67 k Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W8X24 ' Depth 7.930 in Weight 24.05#/ft r-xx 3.420 in Width 6.495in I-xx 82.80 in4 r-yy 1.608 in Web Thick 0.245 in I-yy 18.30 in4 Rt 1.760 in Flange Thickness 0.400 in S-xx 20.883 in3 Area 7.08 in2 S-yy 5.635 in3 1 ' Title: Job# Dsgnr: Date: 9:17AM, 5 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,WM32 Steel Beam Design Page 1 (o)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 ' Description Pool Structure- 2nd Floor Framing (21_8) General information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W8X18 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 7.17 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 4.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.554 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft ' Point Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 0.483 k Live Load k Short Term k ' Location 6.667 ft Summary Beam OK --- Static Load Case Governs Stress Using:W8X18 section,Span=7.17ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=4.00ft,LDF= 1.000 Actual Allowable Moment 3.794 k-ft 30.114 k-ft Max.Deflection -0.020 in fb:Bending Stress 2.993 ksi 23.760 ksi Length/DL Defl 4,376.0 : 1 fb/Fb 0.126 : 1 Length/(DL+LL Defl) 4,376.0 :1 Shear 2.499 k 26.960 k fv:Shear Stres: 1.335 ksi 14.400 ksi fv I Fv 0.093 :1 Force & Stress Summary <- These columns are Dead+Live Load placed as noted » DL LL LL+ST LL LL+ST Maximum Only Center cD Center Cants Cants Max.M+ 3.79 k-ft 3.79 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 2.08 k 2.08 k ' Shear @ Right 2.50 k 2.50 k Center Defl. -0.020 in -0.020 0.000 -0.020 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.08 2.08 2.08 k Reaction @ Rt 2.50 2.50 2.50 k ' Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W8X18 Depth 8.140 in Weight 17.87#/ft r-xx 3.430 in Width 5.250in I-xx 61.90 in4 r-yy 1,231 in Web Thick 0.230 in I-yy 7.97 in4 Rt 1.390 in Flange Thickness 0.330 in S-xx 15.209 in3 Area 5.26 in2 S-yy 3.036 in3 .......... C) C) �A C;- U3 C, ' Title: Job# G Dsgnr: Date: 9:17AM, 5 NOV 07 Description Scope: Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 ' (c)1983-99 ENERCALC y:\2007 lobs\konstant arch itecture\07581 358 Description Pool Structure-2nd Floor Framing (21_9) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W12X35 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 20.00 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 4.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.554 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using:W12X35 section,Span=20.00ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=4.00ft,LDF=1.000 Actual Allowable Moment 29.449 k-ft 90.288 k-ft Max.Deflection -0.257 in fb: Bending Stress 7.750 ksi 23.760 ksi Length/DL Defl 935.5 : 1 fb I Fb 0.326 : 1 Length/(DL+LL Defl) 935.5 :1 Shear 5.890 k 54.000 k fv:Shear Stres: 1.571 ksi 14.400 ksi fv I Fv 0.109 : 1 Force &Stress Summary «--These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center (a Center Cants Cants Max.M+ 29.45 k-ft 29.45 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 5.89 k 5.89 k Shear @ Right 5.89 k 5.89 k Center Defl. -0.257 in -0.257 0.000 -0.257 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ' Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5,89 5,89 5.89 k ' Reaction @ Rt 5.89 5.89 5.89 k Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W12X35 ' Depth 12.500 in Weight 34.99#/ft r-xx 5.260 in Width 6.560in I-xx 285.00 in4 r-yy 1.542 in Web Thick 0.300 in I-yy 24.50 in4 Rt 1.740 in Flange Thickness 0.520 in S-xx 45.600 in3 ' Area 10.30 in2 S-yy 7.470 in3 Title: Job# ` 2_0 Dsgnr: Date: 9:17AM, 5 NOV 07 Description Scope Rev: 510300 (ser.KW-0603874,Ver5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 ' c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581_358 Description Pool Structure-2nd Floor Framing (21_10) BRICK General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : L5X5X5/16 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 5.17 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 5.17 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.158 k/ft ' k/ft S T k/ft Start Location ft End Location ft ' Summary Beam OK Using:L5X5X5/16 section,Span=5.17ft, Fy=36.Oksi Static Load Case Governs Stress End Fixity= Pinned-Pinned,Lu=5.17ft,LDF= 1.000 ' Actual Allowable Moment 0.562 k-ft 3.355 k-ft Max.Deflection -0.013 in fb: Bending Stress 3.297 ksi 19.696 ksi Length/DL Defl 4,943.5 : 1 fb/Fb 0.167 :1 Length/(DL+LL Defl) 4,943.5 : 1 Shear 0.435 k 22.500 k fv:Shear Stress 0.278 ksi 14.400 ksi fv I Fv 0.019 :1 Force & Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST ' Maximum Only Center (a Center Cants Cants Max.M+ 0.56 k-ft 0.56 k-ft Max. M- k-ft Max.M @ Left k-ft Max. M @ Right k-ft Shear @ Left 0.43 k 0.43 k Shear @ Right 0.43 k 0.43 k Center Defl. -0.013 in -0.013 0.000 -0.013 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 0,43 0.43 0.43 k Reaction @ Rt 0.43 0.43 0.43 k Section Properties L5X5X5/16 Depth 5.000 in Weight 10.29#/ft r-xx 1.565 in ' Width 5.00Oin I-xx 7.42 in4 r-yy 1.565 in Leg Thick 0.313 in I-yy 7.42 in4 S-xx 2.044 in3 Area 3.03 in2 S-yy 2.044 in3 ' Title: Job# L Dsgnr: Date: 9:17AM, 5 NOV 07 Description rScope: Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description Pool Structure-2nd Floor Framing (21_10)6" CMU General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : L6X4X5/16 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 5.83 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu: Unbraced Length 5.83 ft Minor Axis Bending Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.145 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft ' Summary Beam OK Using:L6X4X5/16 section,Span=5.83ft, Fy=36.Oksi Static Load Case Governs Stress End Fixity= Pinned-Pinned,Lu=5.83ft, LDF= 1.000 ' Actual Allowable Moment 0.660 k-ft 2.017 k-ft Max.Deflection -0.033 in fb:Bending Stress 5.844 ksi 17.846 ksi Length/DL Defl 2,097.8 : 1 fb/Fb 0.327 : 1 Length/(DL+LL Defl) 2,097.8 : 1 ' Shear 0.453 k 18.000 k fv:Shear Stres: 0.362 ksi 14.400 ksi fv/Fv 0.025 : 1 Force 8r Stress Summary «--These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST ' Maximum Only (a)Center Center Cants Cants Max.M+ 0.66 k-ft 0.66 k-ft Max.M- k-ft Max.M @ Left k-ft Max. M @ Right k-ft Shear @ Left 0.45 k 0.45 k Shear @ Right 0.45 k 0.45 k Center Defl. -0.033 in -0.033 0.000 -0.033 0.000 0.000 in ' Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 0,45 0.45 0.45 k ' Reaction @ Rt 0.45 0.45 0.45 k Section Properties L6X4X5/16 Depth 6.000 in Weight 10.29#/ft r-xx 1.940 in ' Width 4.00Oin I-xx 11.40 in4 r-yy 1.175 in Leg Thick 0.313 in I-yy 4.18 in4 S-xx 2.794 in3 Area 3.03 in2 S-yy 1.356 in3 ' Title: Job# T 2-S Dsgnr: Date: 9:17AM, 5 NOV 07 Description Scope Rev: 510300 ' User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 Steel Beam w/ Torsional Loads Page 1 (c)1983-99 ENERCALC \2007 y: jobs\konstant architecture\07581 358 Description Pool Structure (2nd Floor Framing) 2L11 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W16X36 Fy 36.00 ksi Load Duration Factor 1.00 ' Beam Span 16.33 ft Beam Wt.Added to Applied Loads Torsional End Fixity Pin-Pin Unbraced Length 16.33 ft Bending End Fixity Pin-Pin Elastic Modulus 29,000.00 ksi Applied Loads Uniform Loads... Dead Load Live Load Short Term Ecc.from Beam CL #1 0.145 k/ft in ' #2 0.158 k/ft 5.500 in Summary Beam OK ' Using:W16X36,Span=16.33ft, Fy=36.Oksi, End Fixity: Bending=Pinned-Pinned,Torsion=Pinned-Pinned Max Flange Bending Stress 6.44 ksi Allowable 13.85 ksi Flange Stress Ratio 0.465 : 1 Max. Deflection 0.042 in Max Flange Shear Stress 1.98 ksi Max. Rotation 0.02095 rad Allowable 14.40 ksi Flange Stress Ratio 0.138 : 1 Summary Analysis Dead Live DL+LL DL+LL+Short Term Flange Bend+Warp 6.44 6.44 6.44 ksi Allowable... 13.85 ksi 0.465 :1 Flange Bend+Warp+Tors 1.98 1.98 1.98 ksi Web Bend+Warp 1.80 1.80 1.80 ksi ' Allowable... 14.40 ksi 0.138 :1 Moments Left k-ft Center 11.30 11.30 11.30 k-ft Right k-ft ' Reactions Left 2.77 2.77 2.77 k Right 2.77 2.77 2.77 k Deflections 0.042 in in 0.042 in 0.042 in ' ....X-Dist to maximum 8.16 ft 16.33 ft 8.16 ft 8.16 ft Rotations 0.021 rad rad 0.021 rad 0.021 rad ....X-Dist to maximum 8.06 ft ft 8.06 ft 8.06 ft Fa calc'd per 1.5-2,K*L/r>Cc Section Properties Section Name W16X36 Sw: 1 20.232 in4 Weight 36.005#/ft Depth 15.860 in Sw:2 0.000in4 rT 1.fum in ' Web Thick 0.295 in Sw:3 0.000 in4 r xx u.ou 1 i in Flange Width 6.985 in Qf 11.097 r yy 1.5203 in Flange Thick 0.430 in Qw 31.469 Area 10.600 in2 J 0.550in4 I xx 448.000 in4 Eo u.uuu I yy 24.500 in4 Wno 26.945in2 S xx 56.494 in3 Wn2 0.000in2 S yy 7.015 in3 Cw 1,458.270 a bz.bgjin 3 i t a { i j ` Y _ i 3 3 i If � I 3 f i ( gg 1 s I i 1 j i a I ' Title: Job# L� Dsgnr: Date: 9:17AM, 5 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description Pool Structure- 2nd Floor Framing (21_12) ' General information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W8X24 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 5.33 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 5.33 ft Minor Axis Bending! ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.476 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft ' SummagL__jj Beam OK Using:W8X24 section,Span=5.33ft, Fy=36.Oksi Static Load Case Governs Stress End Fixity= Pinned-Pinned,Lu=5.33ft,LDF= 1.000 ' Actual Allowable Moment 1.778 k-ft 12.679 k-ft Max.Deflection -0.017 in fb: Bending Stress 3.786 ksi 27.000 ksi Length/DL Defl 3,731.9 : 1 fb/Fb 0.140 :1 Length/(DL+LL Defl) 3,731.9 : 1 ' Shear 1.333 k 74.822 k fv:Shear Stres: 0.257 ksi 14.400 ksi fv/Fv 0.018 : 1 ' Force & Stress Summary <- These columns are Dead+Live Load placed as noted » DL LL LL+ST LL LL+ST ' Maximum Only (a-Center (a)Center Cants Cants Max.M+ 1.78 k-ft 1.78 k-ft Max. M- k-ft Max. M @ Left k-ft Max. M @ Right k-ft ' Shear @ Left 1.33 k 1.33 k Shear @ Right 1.33 k 1.33 k Center Defl. -0.017 in -0.017 0.000 -0.017 0.000 0.000 in ' Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 1.33 1.33 1.33 k ' Reaction @ Rt 1.33 1.33 1.33 k Fa calc'd per 1.5-1,K*L/r<Cc Section Properties W8X24 Depth 7.930 in Weight 24.05#/ft r-xx 3.420 in Width 6.495in I-xx 82.80 in4 r-yy 1.608 in Web Thick 0.245 in I-yy 18.30 in4 Rt 1.760 in Flange Thickness 0.400 in S-xx 20.883 in3 ' Area 7.08 in2 S-yy 5.635 in3 1 ' Title: Job# ZS Dsgnr: Date: 9:17AM, 5 NOV 07 Description tScope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581_358 Description Pool Structure-2nd Floor Framing (21-13) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W16X40 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 11.17 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 11.17 ft Minor Axis Bending! Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.464 k/ft LL k/ft ST k/ft Start Location ft End Location ft Summary Beam OK '- Static Load Case Governs Stress Using:W16X40 section,Span= 11.17ft, Fy=50.Oksi End Fixity= Pinned-Pinned,Lu= 11.17ft,LDF= 1.000 Actual Allowable Moment 7.857 k-ft 25.822 k-ft Max.Deflection -0.210 in fb:Bending Stress 11.411 ksi 37.500 ksi Length/DL Defl 636.8 : 1 fb/Fb 0.304 : 1 Length/(DL+LL Defl) 636.8 : 1 ' Shear 2.815 k 141.299 k fv:Shear Stres: 0.398 ksi 20.000 ksi fv/Fv 0.020 :1 Force & Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants tMax.M+ 7.86 k-ft 7.86 k-ft Max.M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 2.81 k 2.81 k ' Shear @ Right 2.81 k 2.81 k Center Defl. -0.210 in -0.210 0.000 -0.210 0.000 0.000 in ' Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.81 2.81 2.81 k Reaction @ Rt 2.81 2.81 2.81 k Fa calc'd per 1.5-2,K*L/r>Cc Section Properties W16X40 ' Depth 16.010 in Weight 40.08#/ft r-xx 6.626 in Width 6.995in I-xx 518.00 in4 r-yy 1.565 in Web Thick 0.305 in I-yy 28.90 in4 Rt 1.820 in Flange Thickness 0.505 in S-xx 64.710 in3 ' Area 11.80 in2 S-yy 8.263 in3 tTitle: Job# Z6 Dsgnr: Date: 9:17AM, 5 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581_358 Description Pool Structure-2nd Floor Framing (21_14) 1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W24X117 Fy 50.00ksi Pinned-Pinned Load Duration Factor 1.00 Center Span 20.33 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 20.33 ft Minor Axis Bending! ' Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.464 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft ' Summary Beam OK Static Load Case Governs Stress Using:W24X117 section,Span=20.33ft, Fy=50.Oksi End Fixity= Pinned-Pinned,Lu=20.33ft,LDF= 1.000 Actual Allowable ' Moment 30.017 k-ft 145.019 k-ft Max. Deflection -0.259 in fb:Bending Stress 7.762 ksi 37.500 ksi Length/DL Defl 940.8 : 1 fb I Fb 0.207 :1 Length/(DL+LL Defl) 940.8 : 1 ' Shear 5.905 k 435.200 k fv:Shear Stres: 0.271 ksi 20.000 ksi fv/Fv 0.014 :1 ' Force &Stress Summary <- These columns are Dead+Live Load placed as noted-» DL LL LL+ST LL LL+ST Maximum Only Center (a)Center Cants Cants Max.M+ 30.02 k-ft 30.02 k-ft Max. M- k-ft Max. M @ Left k-ft Max.M @ Right k-ft Shear @ Left 5.91 k 5.91 k Shear @ Right 5.91 k 5.91 k Center Defl. -0.259 in -0.259 0.000 -0.259 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.91 5.91 5.91 k ' Reaction @ Rt 5.91 5.91 5.91 k Fa calc'd per 1.5-2,K*L/r>Cc Section Properties W24X117 Depth 24.260 in Weight 116.85#/ft r-xx 10.144 in Width 12.800in I-xx 3,540.00 in4 r-yy 2.938 in Web Thick 0.550 in I-yy 297.00 in4 Rt 3.370 in Flange Thickness 0.850 in S-xx 291.838 in3 ' Area 34.40 in2 S-yy 46.406 in3 t 1 i � i SLZ6 1 t ti I 1 f tI i ! 1 1 i I{ i f {4{ E r f i ! S � I 4 f � i I i I I a I i f ! I I t 7 f I I i ! ;i ' Title: Job# Dsgnr: Date: 9:17AM, 5 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Column Page 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itecture\07581 358 Description Pool Structure-2nd Floor Framing Plan- 3 1/2" dia. col. ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section P3.5STD Fy 36.00 ksi X-X Sidesway: Restrained ' Duration Factor 1.330 Y-Y Sidesway: Restrained Column Height 8.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin-Pin X-X Unbraced 8.000 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 8.000 ft Kyy 1.000 ' Loads Axial Load... Dead Load 43.50 k Ecc.for X-X Axis Moments in Live Load k Ecc.for Y-Y Axis Moments in Short Term Load k Summary Column Design OK ' Section : P3.5STD, Height= 8.00ft,Axial Loads: DL= 43.50, LL= 0.00, ST= 0.00k, Ecc.= 0.000in Unbraced Lengths: X-X= 8.00ft, Y-Y= 8.00ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) ' AISC Formula H1 -1 0.9994 0.9994 0.7514 AISC Formula H1 -2 0.7515 0.7515 0.5650 AISC Formula H1 -3 XX Axis : Fa calc'd per 1.5-1, K*L/r<Cc YY Axis : Fa calc'd per 1.5-1 K*L/r<Cc Stresses Allowable&Actual Stresses Dead Live DL+LL DL+Short Fa:Allowable 16.24 ksi 0.00 ksi 16.24 ksi 21.60 ksi fa:Actual 16.23 ksi 0.00 ksi 16.23 ksi 16.23 ksi Fb:xx:Allow F3.1 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi [ ] fb:xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy:Allow[F3.1] 23.76 ksi 0.00 ksi 23.76 ksi 31.60 ksi ' fb:yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values ' F'ex:DL+LL 28,961 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.75 F'ey:DL+LL 28,961 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.75 F'ex: DL+LL+ST 38,518 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.75 F'ey:DL+LL+ST 38,518 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.75 ' Max X-X Axis Deflection 0.000 in at 0.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft Section Properties P3.5STD Diamet 4.00 in Weight 9.10#/ft I-xx 4.79 in4 Area 2.68 in2 I-yy 4.79 in4 S-xx 2.395 in3 Thickness 0.226 in S-yy 2.395 in3 ' r-xx 1.337 in r-yy 1.337 in t I --72-- 1 � 1 j I i LQIA. Ova, � i F t K z ' { i i E q6sr 1 I f f { I 1 i i i Y a.Z —X 1 33k Nib- P--N3 4 1 Loads: BLC 1,WL Results for LC 2,WL+DL The Structural Shop Ltd. Pool Structure (Moment Frame #1) November 2, 2007 - 11:29 AM ' Pool Structure (MF#1) MF#1 Pool House.R2D Company The Structural Shop Ltd. November 2, 2007 Designer - 11:25 AM ' Job Number : Pool Structure (Moment Frame#1)WL+TL Checked By: Joint Coordinates ' Joint Label X Coordinate Y Coordinate Joint Temperature ft ft F N1 51.265387 -106.091685 0 ' N2 64.765387 -106.091685 0 N3 51.265387 -97.758685 0 N4 64.765387 -97.758685 0 ' Member Data Shape/ Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb I-End J-End I-End J-End Code Length ' (degrees) Set TOM AVM AVM in in ft M1 N1 N3 SEC2 STL 1 1 8.333 M2 N2 N4 SEC2 STL 8.333 M3 N3 N4 SEC1 STL E# 13.5 ' Sections Section Database Material Area SA SA 1(90,270) 1(0,180) T/C Label Shape Label in ^2 0,180 90,270 (in A4 (in A4 Onl SEC1 W10X19 STL 5.62 1.2 1.2 4.29 96.3 SEC2 HSS8X4X10 STL 11.729 1.2 1.2 26.566 81.936 SECS STL 1 1.2 1.2 1 1 ' Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress ksi ksi Ratio (per 10^5 F k/ft^3 ksi ' STL 29000 1 11154 T .3 .65 .49 36 Global t Steel Code ASD:AISC 9th AISI 99 Allowable Stress Increase Factor ASIF 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 3 Redesign Sections Yes P-Delta Analysis Tolerance 0.50% Basic Load Case Data ' BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Joint Point Direct Dist. 1 WL WL Wind Load 1 ' 2 DL DL Dead Load 1 3 LL LL Live Load 1 Load Combinations ' Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 1 WL+ TL Y I 1 1 1 1 2 1 3 1 2 WL + DL 1 1 1 2 1 Member Direct Distributed Loads, Cate-gory: DL, BLC 2 : DL ' Member Label Direction Start Magnitude End Magnitude Start Location End Location k/ft,F k/ft, F ft or% ft or j M3 Y -.102 -.102 0 0 ' RISA-21D Version 5.5 [Y:\2007 JOBS\Konstant Arch itecture\07581_358 Wianno_Barnstable MA\CalculatRM lsa\MF 4 Company The Structural Shop Ltd. November 2, 2007 Designer - 11:25 AM ' Job Number : Pool Structure (Moment Frame#1)WL+TL Checked By: Member Direct Distributed Loads, Category: LL, BLC 3 : LL Member Label Direction Start Magnitude End Magnitude Start Location End Location k/ft,F k/ft F ft or% ft or M3 Y -.236 -.236 0 0 Joint Loads/Enforced Displacements, Category : WL, BLC 1 : WL Joint Label [L]oad,[M]ass,or, Direction Magnitude ' D is lacement k,k-ft,in,rad k*s^2/ft N3 I L X 2.133 Reactions, By Combination ' LC Joint Label X Force Y Force Moment k k k-ft 1 N 1 -.654 .965 0 1 N2 -1.479 3.598 0 ' 1 Totals: -2.133 4.563 1 COG ft : X: 58.015 Y: -97.759 ' Joint Displacements, By Combination LC Joint Label X Translation Y Translation Rotation in in radians ' 1 N 1 0 0 -3.058e-3 1 N2 0 0 -3.612e-3 1 N3 .261 0 -1.682e-3 1 N4 .259 -.001 -5.006e-4 Member Section Forces, By Combination LC Member Label Section Axial Shear Moment k k k-ft 1 M 1 1 .965 .654 0 2 .965 .654 -2.725 3 .965 .654 -5.451 1 M2 1 3.598 1.479 0 2 3.598 1.479 -6.162 3 3.598 1.479 -12.324 1 M3 1 1.479 .965 -5.451 2 1.479 -1.317 -4.264 3 1.479 -3.598 12.324 Member Stresses, By Combination LC Member Label Section Axial Shear Bending top Bending bot ksi) (ksi) (ksi) (ksi 1 MI 1 .082 .084 0 0 2 .082 .084 1.597 -1.597;: 3 .082 .084 3.193 -3.193 1 M2 1 .307 .191 0 0 ' 2 .307 .191 3.61 -3.61 3 .307 .191 7.219 -7.219 1 M3 1 .263 .452 3.478 -3.478 2 .263 -.617 2.72 -2.72 ' 1 3 .263 -1.687 -7.863 7.863 Member Deflections, By Combination LC Member Label Section x-Translation y-Translation (n)L/y Ratio ' 1 M1 ED 1 0 0 1 NC 2 1 0 1 -.148 1 5812.726 RISA-21D Version 5.5 [Y:\2007 JOBS\Konstant Arch itecture\07581_358 Wianno_Barnstable MA\CalculatRngd;Q:sa\MF# Company The Structural Shop Ltd. November 2, 2007 Designer - 11:25 AM ' Job Number : Pool Structure (Moment Frame#1)WL+TL Checked By: Member Deflections, By Combination, (continued) ' LC Member Label Section x-Translation y-Translation (n)L/y Ratio 3 0 -.261 NC 1 M2 1 0 0 NC ' 2 0 -.168 2570.922 3 -.001 -.259 NC 1 M3 1 .261 0 NC 2 .26 -.043 3856.288 3 .259 -.001 NC Member AISC ASD 9th Code Checks, By Combination ' LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message ft ft 1 M 1 .138 8.333 .006 0 H 1-2 1 M2 .318 8.333 .013 0 1-11-2 ' 1 M3 .425 13.5 .117 13.5 1-11-3 Member AISC ASD 9th Code Details, By Combination LC Member Label Fa Ft Fb Cb Cm ksi ksi ksi 1 M 1 16.795 21.6 23.76 1.75 .6 1 M2 16.795 21.6 23.76 1.75 .6 1 M3 4.344 21.6 21.6 2.273 .85 tRISA-2D Version 5.5 [Y:\2007 JOBS\Konstant Arch itecture\07581_358 Wianno_Barnstable MA\CalculatRagd:;3sa\MF# Company The Structural Shop Ltd. November 2, 2007 Designer - 11:25 AM ' Job Number : Pool Structure (Moment Frame#1)WL+ pL Checked By: Joint Coordinates ' Joint Label X Coordinate Y Coordinate Joint Temperature ft ft F N1 51.265387 -106.091685 0 t N2 64.765387 -106.091685 0 N3 51.265387 -97.758685 0 N4 64.765387 -97.758685 0 Member Data Shape/ Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb I-End J-End I-End J-End Code Length ' de rees Set TOM AVM AVM in in ft M1 N1 N3 SEC2 STL 8.333 M2 N2 N4 SEC2 STL 8.333 M3 N3 N4 SEC1 STL 13.5 Sections Section Database Material Area SA SA 1(90,270) 1(0,180) T/C Label Shape Label in ^2 0,180 (90,270) inA4 (in A4 Onl ' SEC1 W10X19 STL 5.62 1.2 1.2 4.29 96.3 SEC2 HSS8X4X10 STL 11.729 1.2 1.2 26.566 81.936 SEC3 STL 1 1.2 1.2 1 1 ' Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress ksi ksi Ratio (per 10"5 F k/ft^3 ksi STL 29000 11154 .3 .65 .49 36 Global ' Steel Code ASD: AISC 9th, AISI 99 Allowable Stress Increase Factor ASIF 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 3 Redesi n Sections Yes P-Delta Analysis Tolerance 10.50% Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Joint Point Direct Dist. 1 WL WL Wind Load 1 ' 2 DL DL Dead Load 1 3 ILL LL Live Load 1 Load Combinations ' Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 1 WL + TL y 1 2 1 3 1 2 WL + DL y 1 2 1 Member Direct Distributed Loads. Category : DL, BLC 2 : DL tMember Label Direction Start Magnitude End Magnitude Start Location End Location k/ft,F k/ft,F ft or% ft or M3 Y 1 -.102 -.102 0 0 .' RISA-21D Version 5.5 [Y:\2007 JOBS\Konstant Arch itecture\07581_358 Wianno Barnstable MA\CalculatBagd1lsa\MF# i �3s Company The Structural Shop Ltd. November 2, 2007 Designer - 11:25 AM ' Job Number : Pool Structure (Moment Frame#1)WL+ oL. Checked By: Member Direct Distributed Loads. Category: LL, BLC 3 : LL Member Label Direction Start Magnitude End Magnitude Start Location 'End Location k/ft, F k/ft,F ft or% ft or M3 Y -.236 -.236 0 0 ' Joint Loads/Enforced Displacements, Cate-gory: WL. BLC 1 : WL Joint Label [L]oad,[M]ass,or, Direction Magnitude D is lacement k,k-ft,in,rad,k*s12ift N3 L X 2.133 I Reactions, By Combination LC Joint Label X Force Y Force Moment k k k-ft 2 N 1 -.943 -.628 0 2 1 N2 -1.19 2.005 0 ' 2 1 Totals: -2.133 1.377 2 1 COG ft : X: 58.015 1 Y: -97.759 ' Joint Displacements, By Combination LC Joint Label X Translation Y Translation Rotation in in radians 2 N 1 0 0 -3.256e-3 2 N2 0 0 -3.415e-3 2 N3 .261 0 -1.272e-3 2 N4 .259 0 -9.105e-4 Member Section Forces, By Combination LC Member Label Section Axial Shear Moment k k k-ft 2 M 1 1 -.628 .943 0 2 -.628 .943 -3.929 3 -.628 .943 -7.857 2 M2 1 2.005 1.19 0 2 2.005 1.19 -4.959 3 2.005 1.19 -9.917 2 M3 1 1.19 -.628 -7,857 2 1.19 -1.317 -1.294 3 1.19 -2.005 9.917 Member Stresses, By Combination LC Member Label Section Axial Shear Bending top Bending bot ksi) (ksi) (ksi) (ksi 2 M 1 1 -.054 .122 0 0 ' 2 -.054 .122 2.301 -2.301;: 3 -.054 .122 4.603 -4.603 2 M2 1 .171 .154 0 0 2 .171 .154 2.905 -2.905 3 .171 .154 5.81 -5.81 ' 2 M3 1 .212 -.294 5.013 -5.013 2 .212 -.617 .825 -.825 3 1 .212 -.94 -6.327 6.327 Member Deflections, By Combination LC Member Label Section x-Translation y-Translation (n)L/y Ratio ' 2 M1 1 0 0 NC 2 0 -.155 4032.35 ' RISA-21D Version 5.5 [Y:\2007 JOBS\Konstant Arch itecture\07581_358 Wianno_Barnstable MA\CalculatRagd:;5sa\MF# ' *3-36 Company The Structural Shop Ltd. November 2, 2007 Designer - 11:25 AM ' Job Number : Pool Structure (Moment Frame#1)WL+'pL Checked By: Member Deflections, By Combination. (continued) LC Member Label Section x-Translation y-Translation (n)Uy Ratio in in 3 0 -.261 NC 2 M2 1 0 0 NC I ' 2 0 -.161 3194.812 3 0 -.259 NC 2 M3 1 .261 0 NC 2 .26 -.013 NC ' 3 .259 0 NC Member RISC ASD 9th Code Checks, By Combination LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message ft ft 2 M1 .196 8.333 .008 0 H2-1 2 M2 .252 8.333 .011 0 H 1-2 2 M3 .342 13.5 .065 13.5 H1-3 Member RISC ASD 9th Code Details, By Combination ' LC Member Label Fa Ft Fb Cb Cm ksi) (ksi) (ksi 2 M 1 16.795 21.6 23.76 1.75 .6 2 M2 16.795 21.6 23.76 1.75 .6 2 M3 4.344 21.6 21.6 2.3 .85 tRISA-21D Version 5.5 [Y:\2007 JOBS\Konstant Arch itecture\07581_358 Wianno_Barnstable MA\CalculatRagd:;Bsa\MF# i f I ' N\ F, tee- j (2 ,C��S�� i ov. e.— L Op I i I i ' TL— '3 j :SS U,Sx y s S�� C.ot%.-� i I i I 44 1 -2A\'OL I I i { i f s f 5 j 1 j i I Y� o'Zee X II 68k M2 2 N4 w 1 Loads: BLC 1,WL Results for LC 1,WL+TL ' The Structural Shop Ltd. Pool Structure (MF#2) WL + TL) November 2, 2007 11:38 AM tPool Structure (MF#2) MF#2 Pool House.R21D Company The Structural Shop Ltd. November 2, 2007 Designer - 11:38 AM ' Job Number : Pool Structure (MF#2)WL+TL) Checked By: Joint Coordinates ' Joint Label X Coordinate Y Coordinate Joint Temperature ft ft F N 1 51.265387 -106.091685 0 ' N2 51.265387 -97.758685 0 N3 64.598387 -106.091685 0 N4 64.598387 -97.758685 0 Member Data Shape/ Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb [-End J-End I-End J-End Code Length ' (degrees) Set TOM AVM AVM in in ft M1 N1 N2 SEC1 STL 1 1 8.333 M2 N2 N4 SEC2 I STL 1 113.3331 M3 N3 N4 SEC1 I STL 8.333 Sections Section Database Material Area SA SA 1(90,270) 1(0,180) T/C Label Shape Label in ^2 (0,180) 90,270 (in A4 (in A4 Onl 1 SEC1 HSS4.5X4.5X8 STL 6.948 1.2 1.2 18.043 18.043 SEC2 W10X19 STL 5.62 1.2 1.2 4.29 96.3 SEC3 STL 1 1.2 1.2 1 1 ' Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress ksi ksi Ratio (per 10^5 F k/ft^3 ksi STL 29000 11154 .3 .65 .49 36 Global Steel Code ASD: AISC 9th,AISI 99 Allowable Stress Increase Factor ASIF 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 3 ' .Redesign Sections Yes P-Delta Analysis Tolerance 0.50% ' Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Joint Point Direct Dist. 1 WL WL Wind Load 1 ' 2 DL DL Dead Load 2 3 LL LL Live Load 2 Load Combinations ' Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 1 WL + TL Y 1 11 1 1 2 1 3 1 2 WL+ DL y 7 1 1 1 2 1 Member Direct Distributed Loads, Category : DL, BLC 2 : DL ' Member Label Direction Start Magnitude End Magnitude Start Location End Location k/ft, F k/ft F ft or% ft or M2 Y -.099 0 6.667 13.333 M2 Y 0 -.099 0 6.667 ' RISA-2D Version 5.5 [Y:\2007 JOBS\Konstant Arch itecture\07581_358 Wianno_Barnstable MA\CalculatRngkRlsa\MF# . �VU Company The Structural Shop Ltd. November 2, 2007 Designer - 11:38 AM i ' Job Number : Pool Structure (MF#2)WL+TL) Checked By: Member Direct Distributed Loads, Category: LL, BLC 3 : LL ' Member Label Direction Start Magnitude End Magnitude Start Location End Location k/ft F k/ft F ft or% ft or% M2 Y 0 -.231 0 6.667 M2 Y -.231 01 6.667 1 13.333 ' Joint Loads/Enforced Displacements, Category : WL, BLC 1 : WL Joint Label [L]oad,[M]ass,or, Direction Magnitude ' D is lacement k,k-ft,in,rad,k*s^2/ft N2 L X .768 ' Reactions, By Combination LC Joint Label X Force Y Force Moment k k k-ft 1 N 1 -.271 .62 0 ' 1 N3 -.497 1.58 0 1 Totals: -.768 2.2 1 COG ft : I X: 57.932 Y: -97.759 ' Joint Displacements, By Combination LC Joint Label X Translation Y Translation Rotation ' in in radians 1 N 1 0 0 -3.704e-3 1 N2 .285 0 -1.116e-3 1 N3 0 0 -4.414e-3 1 N4 .284 0 3.364e-4 Member Section Forces, By Combination ' LC Member Label Section Axial Shear Moment k k k-ft 1 M 1 1 .62 .271 0 2 .62 .271 -1.128 3 .62 .271 -2.257 1 M2 1 .497 .62 -2.257 2 .497 -.48 -3.946 3 .497 -1.58 4.143 ' 1 M3 1 1.58 :497 0 2 1.58 .497 -2.071 3 1.58 .497 -4.143 ' Member Stresses, By Combination LC Member Label Section Axial Shear Bending top Bending bot ksi) (ksi) (ksi) (ksi ' 1 M 1 1 .089 .078 0 0 2 .089 .078 1.689 1.689 3 .089 .078 3.377 -3.377 1 M2 1 .088 .291 1.44 -1.44 ' 2 .088 -.225 2.517 -2.517 3 .088 -.741 -2.643 2.643 1 M 3 1 .227 .143 0 0 2 .227 .143 3.1 -3.1 3 .227 .143 6.2 -6.2 ' RISA-2D Version 5.5 [Y:\2007 JOBS\Konstant Architecture\07581_358 Wianno_Barnstable MA\CalculatRagdR2sa\MF# Company The Structural Shop Ltd. November 2, 2007 Designer - 11:38 AM Job Number : Pool Structure (MF#2)WL+TL) Checked By: Member Deflections, By Combination ' LC Member Label Section x-Translation y-Translation (n)L/y Ratio in in 1 M1 1 0 0 NC ' 2 0 -.175 3091.244 3 0 -.285 NC 1 M2 1 .285 0 NC 2 .285 -.041 3920.631 ' 3 .284 0 NC 1 M3 1 0 0 NC 2 0 -.202 1684.071 3 0 -.284 NC Member A/SC ASD 9th Code Checks, By Combination LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message ft ft 1 M 1 .146 8.333 .005 0 H 1-2 1 M2 .241 5.034 .051 13.333 H 1-2 1 M3 .271 8.333 .010 0 H1-2 ' Member AISC ASD 9th Code Details, By Combination LC Member Label Fa Ft Fb Cb Cm ' ksi) (ksi) (ksi 1 M1 17.231 21.6 23.76 1.75 .6 1 M2 4.453 21.6 11.63 1 .85 1 M3 17.231 21.6 23.76 1.75 .6 ' RISA-21D Version 5.5 [Y:\2007 JOBS\Konstant Arch itecture\07581_358 Wianno_Barnstable MA\CalculatRngd;3sa\MF## Company The Structural Shop Ltd. November 2, 2007 TIt Designer - 11:39 AM Job Number : Pool Structure (MF#2)WL+TL) Checked By: Joint Coordinates ' Joint Label X Coordinate Y Coordinate Joint Temperature ft ft F N 1 51.265387 -106.091685 0 ' N2 51.265387 -97.758685 0 N3 64.598387 -106.091685 0 N4 64.598387 -97.758685 0 ' Member Data Shape/ Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb I-End J-End I-End J-End Code Length (degrees) Set TOM AVM AVM in _in ft M1 N1 N2 SEC1 STL 8.333 M2 N2 N4 SEC2 STL 13.333 M3 N3 N4 SEC1 STL 8.333 Sections Section Database Material Area SA SA 1(90,270) 1(0,180) TIC Label Shape Label in ^2 (0,180) 90,270 (in A4 (in A4 Only SEC1 HSS4.5X4.5X8 STL 6.948 1.2 1.2 18.043 18.043 SEC2 W10X19 STL 5.62 1.2 1.2 4.29 96.3 SEC3 STL 1 1.2 1.2 1 1 ' Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress ksi ksi Ratio (per 10^5 F k/ft^3 ksi STL 29000 11154 .3 .65 .49 36 Global ' Steel Code ASD: AISC 9th AISI 99 Allowable Stress Increase Factor ASIF 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 3 ' .Redesign Sections Yes P-Delta Analysis Tolerance 10.50% Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Joint Point Direct Dist. 1 WL WL Wind Load 1 ' 2 DL DL Dead Load 2 3 LL LL Live Load 2 Load Combinations ' Num _ Description Env WS PD SRSS CD BLC Factor BLC Facfor BLC Factor BLC Factor Q WL + TL y 1 1 1 2 1 3 1 2 1 WL + DL v 1 1 1 2 1 Member Direct Distributed Loads, Cate-gory: DL. BLC 2 : DL Member Label Direction Start Magnitude End Magnitude Start Location End Location k/ft F k/ft F ft or% ft or% 42 Y -.099 0 1 6.667 1 13.333 M2 Y 0 -.099 0 6.667 i ' RISA-21D Version 5.5 [Y:\2007 JOBS\Konstant Arch itecture\07581_358 Wianno_Barnstable MA\CalculatRngd:4sa\MF# Company The Structural Shop Ltd. November 2, 2007 �2y3 Designer - 11:39 AM ' Job Number : Pool Structure (MF#2)WL+TL) Checked By: Member Direct Distributed Loads, Category : LL, BLC 3 : LL Member Label Direction Start Magnitude End Magnitude Start Location End Location k/ft,F k/ft,F ft or% ft or M2 Y 0 -.231 0 6.667 M2 Y -.231 1 0 6.667 13.333 ' Loa s n orced Dis lacements Category : WL BLC 1 : WL Joint p Joint Label [L]oad,[M]ass,or, Direction Magnitude D is lacement k,k-ft,in,rad k*s^2/ft 1 N2 L X .768 ' Reactions By Combination LC Joint Label X Force Y Force Moment k k k-ft 2 N 1 -.35 1 -.15 1 0 ' 2 N3 -.418 .81 0 2 Totals: -.768 .66 2 COG ft : X: 57.932 Y: -97.759 Joint Displacements, By Combination LC Joint Label X Translation Y Translation Rotation ' in in radians 2 N 1 0 0 -3.954e-3 2 N2 .285 0 -6.081e-4 2 N3 0 0 -4.164e-3 ' 2 N4 .284 0 -1.715e-4 Member Section Forces, By Combination ' LC Member Label Section Axial Shear Moment k k k-ft 2 M 1 1 -.15 .35 0 2 -.15 .35 -1.459 ' 3 -.15 .35 -2.918 2 M2 1 .418 -.15 -2.918 2 .418 -.48 -1.185 3 .418 -.81 3.482 ' 2 M3 1 .81 1 .418 0 2 81 .418 -1.741 3 .81 .418 -3.482 ' Member Stresses By Combination LC Member Label Section Axial Shear Bending top Bending bot ksi) (ksi) (ksi) (ksi 2 MI 1 -.022 .1 0 0 2 -.022 .1 2.183 -2.183 3 -.022 .1 4.367 -4.367 2 M2 1 .074 -.07 1,862 -1.862 2 .074 -.225 .756 -.756 3 .074 -.38 -2.221 2.221 2 M3 1 .117 .12 0 0 ' 2 .117 .12 2.605 -2.605 3 .117 .12 5.21 -5.21 ' RISA-2D Version 5.5 [Y:\2007 JOBS\Konstant Arch itecture\07581_358 Wianno_Barnstable MA\CalculatRagd;5sa\MF# I Company The Structural Shop Ltd. November 2, 2007 Designer 11:39 AM Job Number : Pool Structure (MF#2)WL+TL) Checked By: r Member Deflections By Combination ' LC Member Label Section x-Translation y-Translation (n)L/y Ratio in in 2 M1 1 0 0 NC ' 2 0 -.184 2390.799 3 0 -.285 NC 2 M2 1 .285 0 NC 2 .285 -.012 NC 3 .284 0 NC 2 M3 1 0 0 NC 2 0 -.192 2003.914 3 0 -.284 NC Member RISC ASD 9th Code Checks By Combination LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message ft ft 2 M1 .185 8.333 .007 0 H2-1 2 M2 .120 13.333 .026 13.333 2 M3 .225 8.333 .008 0 H 1-2 Member RISC ASD 9th Code Details By Combination LC Member Label Fa Ft Fb Cb Cm ksi) (ksi) (ksi 2 M 1 17.231 21.6 1 23.76 1.75 .6 2 M2 4.453 21.6 21.6 2.3 .85 2 M3 17.231 21.6 1 23.76 1 1.75 1 .6 ' RISA-21D Version 5.5 [Y:\2007 JOBS\Konstant Arch itecture\07581_358 Wianno_Barnstable MA\Calculatf gd;Bsa\MF# I I 4 i j i s � 4 f -42 e i f j i I I 4 f . f P I i i i �1ZYLx . ' k M3 pp—N3 4 � N I 1 Loads: BLC 1,Wind Load Results for LC 1,WL ' The Structural Shop Ltd. Pool Structure (MF#3) November 2, 2007 11:46 AM Pool Structure (MF#3) WL MF#3 Pool House.R21D Company The Structural Shop Ltd. November 2, 2007 Designer 12:18 PM Job Number : Pool Structure (MF#3) Checked By: Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature ft ft F N1 51.265387 -106.091685 0 ' N2 63.598387 106.091685 0 N3 51.265387 -97.758685 0 N4 63.598387 -97.758685 0 ' Member Data Shape/ Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb ]-End J-End I-End J-End Code Length de rees Set TOM AVM AVM in in ft ' M1 N1 N3 SEC1 STL 8.333 M2 N2 N4 I SEC1 STL 8.333 M3 N3 N4 SEC2 I STL 12.333 ' Sections Section Database Material Area SA SA 1(90,270) 1(0,180) T/C Label Shape Label in ^2 0,180 (90,270) in^4 (in^4 Onl ' SEC1 HSS8X4X10 STL 11.729 1.2 1.2 26.566 81.936 SEC2 W10X33 STL 9.71 1.2 1.2 36.6 170 SECS STL 1 1.2 1.2 1 1 Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress ksi ksi Ratio er 10^5 F k/ft^3 ksi ' STL 29000 11154 .3 .65 .49 36 Global Steel Code ASD: AISC 9th, AISI 99 Allowable Stress Increase Factor ASIF 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 3 Redesign Sections Yes P-Delta Analysis Tolerance 0.50% Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Joint Point Direct Dist. 1 Wind Load WL Wind Load 1 Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor F-1-T WL 1 1 1 ' Joint Loads/Enforced Displacements Category : WL, BLC 1 : Wind Load Joint Label [L]oad,[M]ass,or, Direction Magnitude D is lacement k,k-ft,in,rad,k's^2/ft N3 L X 3.448 ' Reactions By Combination LC Joint Label X Force Y Force Moment 1 (k) (k) (k-ft) ' RISA-2D Version 5.5 [Y:\2007J0--1\K0NSTA--1\07581_--1\CALCUL--1\Risa\MF#3PO-1.R2D] Pagel r� Company The Structural Shop Ltd. November 2, 2007 VO Designer - 12:18 PM ' Job Number : Pool Structure (MF#3) Checked By: Reactions, By Combination, (continued) LC Joint Label X Force Y Force Moment k k k-ft 1 N1 -1.726 -2.33 0 1 N2 -1.722 2.33 0 1 Totals: -3.448 0 ' 1 COG ft : NC NC ' Joint Displacements, By Combination LC Joint Label X Translation Y Translation Rotation in in radians ' 1 N 1 0 0 -4.594e-3 1 N2 0 0 -4.582e-3 1 N3 .34 0 -9.629e-4 1 N4 .339 0 -9.583e-4 Member Section Forces, By Combination LC Member Label Section Axial Shear Moment ' k k k-ft 1 M 1 1 -2.33 1.726 0 2 -2.33 1.726 -7.19 3 -2.33 1.726 -14.379 ' 1 M2 1 2.33 1.722 0 2 2.33 1.722 -7.177 3 2.33 1.722 -14.353 1 M3 1 1.722 -2.33 -14.379 ' 2 1.722 -2.33 1 -.013 3 1.722 -2.33 14.353 Member Stresses, By Combination ' LC Member Label Section Axial Shear Bending top Bending bot ksi) (ksi) (ksi) (ksi 1 MI 1 -.199 .223 0 0 1 2 -.199 .223 4.212 -4.212 3 -.199 .223 8.424 -8.424 1 M2 1 .199 .222 0 0 2 .199 .222 4.204 -4.204 ' 3 .199 .222 8.408 -8.408 1 M3 1 .177 -.991 4.938 -4.938 2 .177 -.991 .004 -.004 3 .177 -.991 -4.929 4.929 ' Member Deflections, By Combination LC Member Label Section x-Translation y-Translation (n)L/y Ratio in 1 M1 1 0 0 NC 2 0 -.216 2203.425 3 0 -.34 NC 1 M2 1 0 0 NC ' 2 0 -.215 2207.398 3 0 -.339 NC 1 M3 1 .34 0 NC ' 2 .34 0 NC 3 .339: 0 NC ' RISA-2D Version 5.5 [Y:\2007JO-1\KONSTA--1\07581_--1\CALCUL-1\Risa\MF#3P0-1.R2D] Page 2 Company The Structural Shop Ltd. November 2, 2007 Designer - 12:18 PM Job Number : Pool Structure (MF#3) Checked By: i Member AISC ASD 9th Code Checks, By Combination 1 LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message ft ft 1 M1 .364 8.333 .015 0 1-12-1 1 M2 .363 8.333 .015 0 H 1-2 1 1 M3 .237 0 .069 0 H 1-2 Member AISC ASD 9th Code Details, By Combination ' LC Member Label Fa Ft Fb Cb Cm ksi) (ksi) (ksi 1 M 1 16.795 21.6 23.76 1.75 .6 1 M2 16.795 21.6 23.76 1.75 .6 1 1 M3 15.77 21.6 21.6 2.3 .201 i 1 i i 1 1 1 1 1 1 1 RISA-2D Version 5.5 [Y:\2007JO-1\KONSTA-1\07581_-1\CALCUL-1\Risa\MF#3P0-1.R2D] Page 3 i f a I � 1 - ,te�� I'll �^ k _ OL Ir LZ- 1 ill i 1 } Z i o + t 1 ' 4s, y i g—o t E + 1 I E f �{ 3 t I � � � ' � ' � 1 II � � I � 1 1 1 � 8 ' 1 1 1 1 '. � ' w � � i ' Title: Job# P o t Dsgnr: Date: 8:29PM, 1 NOV 07 Description ' Scope Rev: 510300 ' User.KW-0603874,Ver 5.1.3,22Jun-1999,Win32 Page 1 General Timber Beam ' (c)1083-99 ENERCALC :�ZOO7 obs\konstant architecture\07581 358 S�M�m agog=,) Description Garage Framing-Typ. Roof Rafter ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 Center Span 10.50 ft . . . . .Lu 0.00 ft ' Beam Width 1.500 in Left Cantilever ft . . ...Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .. .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.000 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi Repetitive Member E 1,400.0 ksi Full Lengh Uniform Loads Center DL 67.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=10.50ft,Beam Width=1.500in x Depth=9.25in,Ends are Pin-Pin ' Max Stress Ratio 0.543 : 1 Maximum Moment 0.9 k-ft Maximum Shear* 1.5 0.5 k Allowable 2.0 k-ft Allowable 1.0 k Max.Positive Moment 0.92 k-ft at 5.250 ft Shear: @ Left 0.35 k Max.Negative Moment 0.00 k-ft at 10.500 ft @ Right 0.35 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.198 in Max.M allow 1.97 Reactions... @ Right 0.000 in fb 517.99 psi fv 38.03 psi Left DL 0.35 k Max 0.35 k Fb 1,106.88 psi Fv 70.00 psi Right DL 0.35 k Max 0.35k ' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.132 in -0.132 in Deflection 0.000 in 0.000 in ...Location 5.250 ft 5.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 952.4 952.42 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending 4 Analysis 32.440 Le 0.000 ft Sxx 21.391 in3 Area 13.875 in2 Ck Cf 1.100 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 0.92 k-ft 10.01 in3 1,106.88 psi @ Left Support 0.00 k-ft 0.00 in3 1,106.88 psi @ Right Support 0.00 k-ft 0.00 in3 1,106.88 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.53 k 0.53 k Area Required 7.537 in2 7.537 in2 Fv:Allowable 70.00 psi 70.00 psi ' Bearing @ Supports Max.Left Reaction 0.35 k Bearing Length Req'd 0.552 in Max.Right Reaction 0.35 k Bearing Length Req'd 0.552 in t O� ' Title: Job# Dsgnr: Date: 8:29PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun•1999,Win32 General Timber Beam Page 1 act 1983-99 ENERCALC :\2007 jobs\konstant arch itecture\07581 358 Description Garage Framing-Typ. Hip Rafter General InfOrmatlOn Calculations are designed to 199T NDS and 1997 UBC Requirements L Section Name LVL:1.750x11.250 Center Span 15.00 ft .. .. .Lu 0.00 ft ' Beam Width 1.750 in Left Cantilever ft ... ..Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . . .Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,Microl-am 1.9 E Pb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 375.00 #/ft LL @ Right #/ft End Loc 7.500 ft ' #2 DL @ Left 375.00 #/ft LL @ Left #/ft Start Loc 7.500 ft DL @ Right #/ft LL @ Right #/ft End Loc 15.000 ft Summary Beam Design OK Span=15.00ft,Beam Width=1.750in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0.879 : 1 Maximum Moment 7.0 k-ft Maximum Shear" 1.5 2.1 k Allowable 8.0 k-ft Allowable 5.6 k Max.Positive Moment 7.03 k-ft at 7.500 ft Shear: @ Left 1.41 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.41 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 1.039 in Max.M allow 8.00 Reactions... @ Right 0.000 in fb. 2,285.68 psi fv 105.60 psi Left DL 1.41 k Max 1.41 k Fb 2,600.00 psi Fv 285.00 psi Right DL 1.41 k Max 1.41 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.693 in -0.693 in Deflection 0.000 in 0.000 in ...Location 7.500 ft 7.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 259.8 259.78 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress a Bending ding A Analysis Ck 21.924 Le 0.000 ft Sxx 36.914 in3 Area 19.688 in2 CI 1,000 Rb 0,000 Cl 0,000 ' Max Moment Sxx Reg'd Allowable fb @ Center 7.03 k-ft 32.45.in3 2,600.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,600.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 2.08 k 2.08 k Area Required 7.295 in2 7.295 in2 Fv:Allowable 285.00 psi 285.00 psi Bearing @ Supports Max.Left Reaction 1.41 k Bearing Length Req'd 1.071 in Max.Right Reaction 1.41 k Bearing Length Req'd 1.071 in Title: Job# Dsgnr: Date: 8:29PM, 1 NOV 07 Description Scope: Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (t)1983-99 ENERCAIC :\2007 obs\konstant archltecture\07581 358 Description Garage Framing-Typ. Ceiling Joist ' General InfOrmatlOn Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x12 Center Span 21.00 ft . ... .Lu 0.00 It ' Beam Width 1.500 in Left Cantilever ft .. .. .Lu 0.00 It Beam Depth 11.250 in Right Cantilever ft . ..Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur,Factor 1,000 Fv Allow 70.0 psi ' Beam End Fixity Pin-Pin Fc Allow 425.0 psi Repetitive Member E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 40.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=21.00ft,Beam Width=1.500in x Depth=11.25in,Ends are Pin-Pin ' Max Stress Ratio 0.831 : 1 Maximum Moment 2.2 k-ft Maximum Shear* 1.5 0.6 k Allowable 2.7 k-ft Allowable 1.2 k Max.Positive Moment 2.20 k-ft at 10.500 ft Shear: @ Left 0.42 k Max.Negative Moment 0.00 k-ft at 21.000 It @ Right 0.42 k Max @ Left Support. 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 1.054 in Max.M allow 2.65 @ Right 0.000 in ' Reactions... fb 836.27 psi fv 37.33 psi Left DL 0.42 k Max 0.42 k Fb 1,006.25 psi Fv 70.00 psi Right DL 0.42 k Max 0.42k deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.702 in -0.702 in Deflection 0.000 in 0.000 in ...Location 10.500 ft 10.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 358.7 358.75 Right Cantilever... Deflection 0.000 in 0.000 in ...length/Defl 0.0 0.0 Stress Calcs Bending Analysis Ck 32.440 Le 0.000 It Sxx 31.641 in3 Area 16.875 in2 Cf 1.000 Rb 0.000 Cl 0.000 ' Max Moment Sxx Reo'd Allowable lb @ Center 2.20 k-ft 26.30 in3 1;006.25 psi @ Left Support 0.00 k-ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi Shear Analysis @ Left Support @ Right Support ' Design Shear 0.63 k 0.63 k Area Required 9.000 in2 9.000 in2 Fv:Allowable 70.00 psi 70.00 psi Bearing @ Supports ' Max. Left Reaction 0.42 k Bearing Length Req'd 0.659 in Max.Right Reaction 0.42 k Bearing Length Req'd 0.659 in j f i I ' V t I I ! I � t � ji E 1 � i j 4 E I � f i 1 ! ! i ! S i 1 ! E i i ' Title: Job# Dsgnr: Date: 8:29PM, 1 NOV 07 Description ' Scope ��r � Page 1oao3e�n. eneral Timber Beam :�Zoo7 obs�konstantarchitecture�07581 3589 E„RC Ver�12-J. 1999.�Win329 e _ 1 ' Description Garage Framing- Header Design #1 ' General InfOrmBtiOn Calculations are designed to 1997 NDS and 1997 UBC Requirements s Section Name 3-2x10 Center Span 3.00 ft ... ..Lu 3.00 ft t Beam Width 4.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . ..Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur,Factor 1.000 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi i Full Len gh Uniform Loads Center DL 840.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=3.00ft,Beam Width=4.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.649 ; 1 Maximum Moment 0.9 k-ft Maximum Shear* 1.5 1.9 k Allowable 5.6 k-ft Allowable 2.9 k Max.Positive Moment 0.94 k-ft at 1.500 ft Shear: @ Left 1.26 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.26 k Max @ Left Support. 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.006 in Max.M allow 5.60 Reactions... @ Right 0.000 in fb 176.71 psi fv 45.41 psi Left DL 1.26 k Max 1.26 k Fb 1,046.79 psi Fv 70.00 psi Right DL 1.26 k Max 1.26k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.004 in -0.004 in Deflection 0.0.0 in 0.0.0 in 0. ...Location 1.500 ft 1.500 ft ...Length/Deft 0 0.0 ...Length/Deft 9,771.3 9,771.28 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 32.440 Le 6.178 ft Sxx 64.172 in3 Area 41.625 in2 Cf 1.200 Rb 5.820 Cl 0.997 ' Max Moment Sxx Req'd Allowable fb @ Center 0.94 k-ft 10.83 in3 1,046.79 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysis @ Left Support @ Right Support ' Design Shear 1.89 k 1.89 k Area Required 27.000 in2 27.000 in2 Fv:Allowable 70.00 psi 70.00 psi Bearing @ Supports Max.Left Reaction 1.26 k Bearing Length Req'd 0.659 in Max.Right Reaction 1.26 k Bearing Length Req'd 0.659 in t , ' Title: Job# Dsgnr: Date: 8:29PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC :\2007 jobs\konstant archltecture\07581 358 Description Garage Framing- Header Design#2 General InformatlOn Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:5.25Ox9.250 Center Span 9.25 ft . . . ..Lu 9.25 ft Beam Width 5.250 in Left Cantilever Ift . .. ..Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . ..Lu 0.00 ft- Member Type Sawn Truss Joist-MacMillan,Microl-am 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi Full Lengh Uniform Loads ' Center DL 525.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=9.25ft,Beam Width=5.250in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.349 : 1 Maximum Moment 5.6 k-ft Maximum Shear" 1.5 3.6 k Allowable 16.1 k-ft Allowable 13.8 k ' Max.Positive Moment 5,62 k-ft at 4,625 ft Shear: @ Left 2,43 k Max.Negative Moment 0.00 k-ft at 9.250 ft @ Right 2.43 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.197 in ' Max. M allow 16.07 Reactions... @ Right 0.000 in fb 900.00 psi fv 75.00 psi Left DL 2.43 k Max 2.43 k Fb 2,576.35 psi Fv 285.00 psi Right DL 2.43 k Max 2.43 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.131 in -0.131 in Deflection 0.000 in 0.000 in ...Location 4.625 ft 4.625 ft ...Length/Deft 0.0 0.0 ...Length/Deft 844.5 844.47 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 21.924 Le 17.291 ft Sxx 74.867 in3 Area 48.563 in2 Cf 1.000 Rb 8.346 Cl 0.991 1 Max Moment Sxx Req'd Allowable fb @ Center 5.62 k-ft 26.15 in3 2,576.35 psi @ Left Support 0.00 k-ft 0.00.in3 2,660.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support ' Design Shear 3.64 k 3.64 k Area Required 12.780 in2 12.780 in2 Fv:Allowable 285.00 psi 285.00 psi Bearing @ Supports ' Max.Left Reaction 2.43 k Bearing Length Req'd 0.617 in Max.Right Reaction 2.43 k Bearing Length Req'd 0.617 in t f i i r i s cam._._..___..... __--....... .___.._-----._____.__.___._____.___..._----__._.------ 165'W f j � I i � I E C�lt�1%1" C �b201" — r �I �1�b QZ � c)t3oy �Iy� I l I 10 n zo ....�. 1 221 ` 2- L_L" 3 5 �� �2 13Q`I" 12�1�`' U,)L+I©L � I � f 1 f 3 f s S i s } s 1 E �bzY x � t ' 68k M4 M5 2 4 6 N W 1 I ! i S i Loads: BLC 1,WL The Structural Shop Ltd. Garage Moment Frame November 2, 2007 10:38 AM Moment Frame#1 at Garage Garage Moment Frame.r2d Company The Structural Shop Ltd. November 2, 2007 Designer - 10:41 AM 1 Job Number : Garage Moment Frame Checked By: Member Direct Distributed Loads, Category: LL, BLC 2 : TL ' Member Label Direction Start Magnitude End Magnitude Start Location End Location k/ft,F k/ft F ft or% ft or M5 Y 1 -.55 0 0 10 M4 Y 0 -.55 0 10 Dire Distributed Loads Category: DL BLC 3 : DL Memberct Member Label Direction Start Magnitude End Magnitude Start Location End Location k/ft,F ft or% ft or M4 Y 0 -.165 0 _ 10 M5 Y -.165 0 0 10 ' Joint Loads/Enforced Displacements, Category: WL, BLC 1 : WL Joint Label [L]oad,[M]ass,or, Direction Magnitude D is lacement k k-ft in rad k's^2/ft N2 IL X 3.168 Reactions, By Combination ' LC Joint Label X Force Y Force Moment k k k-ft 1 N 1 -.851 -.829 0 1 N3 -1.304 4.149 0 1 N5 -1.014 2.18 0 1 Totals: -3.168 T7 5.5 1 COG ft : X: 10 1 Y: 9.5 1 Joint Dis lacements By Combination LC Joint Label X Translation Y Translation Rotation ' in in radians 1 N 1 0 0 -3.543e-3 1 N2 .317 0 -1.218e-3 1 N3 0 0 -3.936e-3 1 N4 .315 -.001 -3.709e-4 1 N5 0 0 -3.669e-3 1 N6 .314 0 -8.967e-4 Member Section Forces, By Combination LC Member Label Section Axial Shear Moment k k k-ft 1 M 1 1 -.829 .851 0 2 -.829 .851 -4.04 3 -.829 .851 -8.08 1 M2 1 4.149 1.304 0 ' 2 4.149 1.304 -6.193 3 4.149 1.304 -12.386 1 M3 1 2.18 1.014 0 2 2.18 1.014. -4.815 ' 3 2.18 1.014 -9.63 1 M4 1 2.317 -.829 -8.08 2 2.317 -1.517 -2.788 3 2.317 -3.579 9.379 1 M5 1 1.014 .57 -3.007 2 1.014 -1.493 -.126 3 1.014 -2.18 9.63 RISA-2D Version 5.5 [Y:\2007 JOBS\Konstant Architecture\07581_358 Wianno_Barnstable MA\Calculatftgd:4sa\Gaya Company The Structural Shop Ltd. November 2, 2007 Designer _ 10:41 AM Job Number : Garage Moment Frame Checked By: Member Stresses By Combination LC Member Label Section Axial Shear Bending top Bending bot ksi) (ksi) (ksi) (ksi 1 M1 1 -.071 1 .11 0 0 ' 2 -.071 .11 2.367 -2.367 3 -.071 .11 4.733 -4.733 1 M2 1 .354 .168 0 0 2 .354 .168 3.628 -3.628 ' 3 .354 .168 7.256 -7.256 1 M3 1 .186 .131 0 0 2 .186 .131 2.821 -2.821 3 .186 .131 5.641 -5.641 ' 1 M4 1 .412 -.389 5.155 -5.155 2 .412 -.711 1.779 -1.779 3 .412 1 -1.678 -5.984 5.984 1 M5 1 .18 .267 1.918 -1.918 2 . .18 -.7 .08 -.08 3 .18 1 -1.022 -6.144 6.144 L Member Deflections By Combination LC Member Label Section x-Translation y-Translation (n)Uy Ratio in in ' 1 M1 1 0 0 NC 2 0 -.191 3439.52 3 0 -.317 NC 1 M2 1 0 0 NC 2 0 -.208 2243.696 3 -.001 -.315 NC 1 M3 1 0 0 NC 2 0 -.197 2885.96 ' 3 0 -.314 NC 1 M4 1 .317 0 NC 2 .316 -.018 7004.942 3 .315 -.001 NC 1 1 M5 1 .315 -.001 NC -2 -.315 .002 NC 3 .314 0 NC Member RISC ASD 9th Code Checks By Combination LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message ft ft 1 M1 .202 9.5 .008 0 H2-1 1 M2 .322 9.5 .012 0 H1-2 1 M3 .246 9.5 .009 0 1-11-2 1 M4 .405 10 .117 10 -HI-2 1 M5 .405 10 .071 10 1-11-2 Member AISC ASD 9th Code Details By Combination ' LC Member Label Fa Ft Fb Cb Cm ksi) (ksi) (ksi 1 M 1 15.822 21.6 23.76 1 .6 1 M2 15.822 21.6 23.76 1 .6 1 M3 15.822 21.6 23.76 1 .6 1 M4 7.916 21.6 15.507 1 .85 1 M5 7.916 21.6 15.507 1 .85 ;, RISA-21D Version 5.5 [Y:\2007 JOBS\Konstant Arch itecture\07581_358 Wianno_Barnstable MA\Calculata\Gaya ' g�l Company The Structural Shop Ltd. November 2, 2007 Designer - 10:41 AM Job Number : Garage Moment Frame(V. \-�7 Checked By: Joint Coordinates ' Joint Label X Coordinate Y Coordinate Joint Temperature ft ft F N1 0 0 0 N2 0 9.5 0 N3 10 0 0 N4 10 9.5 0 N5 20 0 0 ' N6 20 9.5 0 Member Data Shape/ Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb I-End J-End I-End J-End Code Length ' (degrees) Set TOM AVM AVM . in in ft M1 N1 N2 T SEC1 STL Y 9.5 M2 N3 N4 SEC1 STL Y 9.5 M3 N5 N6 SEC1 STL Y 9.5 M4 N2 N4 SEC2 STL Y 10 M5 N4 N6 SEC2 STL Y 10 Sections Section Database Material Area SA SA 1(90,270) 1(0,180) T/C Label Sha a Label in ^2 0,180 90,270 in^4 in14 Onl SEC1 HSS8X4X10 STL 11.729 1.2 1.2 26.566 81.936 SEC2 W10X19 STL 5.62 1.2 1.2 4.29 96.3 SEC3 STL 1 1.2 1.2 1 1 Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress ksi ksi Ratio (per 10^5 F k/ft^3 ksi STL 29000 1 11154 .3 .65 .49 36 Global 1 Steel Code ASD: AISC 9th AISI 99 Allowable Stress Increase Factor ASIF 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 3 Redesign Sections Yes P-Delta Analysis Tolerance 0.50% Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Joint Point Direct Dist. 1 WL WL Wind Load 1 2 TL LL Live Load 2 3 DL DL Dead Load 2 Load Combinations . Num Descri tion Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 1 WL + TL V1 I 1 1 1 1 2 1 2-7 WL + DL y 1 3 1 RISA-21D Version 5.5 [Y:\2007 JOBS\Konstant Arch itecture\07581_358 Wianno_Barnstable MA\Calculatlsa\Gars Company The Structural Shop Ltd. November 2, 2007 Designer _ 10:45 AM Job Number : Garage Moment Frame (WL+ DL) Checked By: Joint Coordinates ' Joint Label X Coordinate Y Coordinate Joint Temperature ft ft F N1 0 0 0 N2 0 9.5 0 N3 10 0 0 N4 10 9.5 0 N5 20 0 0 ' N6 20EP 9.5 0 Member Data ' Shape/ Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb I-End J-End I-End J-End Code Length de rees Set TOM AVM AVM in in ft M1 N1 N2 SEC1 PSTL Y 9.5 1 M2 N3 N4 SEC1 Y 9•5 M3 N5 N6 SEC1 Y 9•5 M4 N2 N4 SEC2 Y 10 M5 N4 N6 SEC2 Y 10 Sections Section Database Material Area SA SA 1(90,270) 1(0,180) T/C Label Shape Label in ^2 0 180 90 270 in^4 (in Onl SEC1 HSS8X4X10 STL 11.729 1.2 1.2 26.566 81.936 SEC2 W10X19 STL 5.62 1.2 1.2 4.29 96.3 SEC3 STL 1 1.2 1.2 1 1 Materials (General) - Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress (ksi) ksi Ratio (per 10^5 F k/ft^3 ksi STL 29000 11154 1 3 I 65 I 49'. I 36 Global Steel Code ASD: AISC 9th AISI 99 Allowable Stress Increase Factor ASIF 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 3 Redesign Sections Yes P-Delta Analysis Tolerance 0.50% Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Joint Point Direct Dist. 1 WL WL Wind Load 1 ' 2 TL LL Live Load 2 3 DL DL Dead Load 2 Load Combinations Num Descri tion Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 1 WL + TL 1 1 1 2 1 2 WL+ DL 1 1 1 3 1 ' ianno_Barnstable MA\Calculatlsa\tiara RISA-2D Version 5.5 [Y:\2007 JOBS\Konstant Architecture\07581_358 W Company The Structural Shop Ltd. November 2, 2007 Designer 10:45 AM Job Number : Garage Moment Frame (WL+ DL) Checked By: Member Direct Distributed Loads Category • LL BLC 2 : TL ' Member Label Direction Start Magnitude End Magnitude Start Location End Location klft F k/ft,F ft or% ft or% M5 Y -.55 0 0 10 M4 Y 0 -.55 0 10 Member Direct Distributed Loads Category : DL BLC 3: DL Member Label Direction Start Magnitude End Magnitude Start Location End Location k/ft F k/ft F ft or% ft or% M4 Y 0 -.165 0 10 M5 I Y 1 -.165 0 1 0 1 10 Joint Loads/Enforced Displacements, Category : WL, BLC 1 : WL Joint Label [L]oad,[M]ass,or, Direction Magnitude [D]isplacement (k,k-ft in,rad,k*s^2M N2 I L I X 3.168 I Reactions By Combination 1 LC Joint Label X Force Y Force Moment k k k-ft E2 -N3 N1 -.91 -1.305 0 -1.304. 1.251 0 ' 2 N5 -.954 1.704 0 2 1 Totals: -3.168 1.65 2 1 COG ft : I X: 10 1 Y: 9.5 Joint Displacements, By Combination LC Joint Label X Translation Y Translation Rotation in in radians 2 N 1 0 0 -3.597e-3 2 N2 .317 0 -1.108e-3 . 2 N3 0 0 -3.936e-3 2 N4 .315 0 -3.709e-4 2 N5 0 0 -3.616e-3 2 N6 .314 0 -1.006e-3 fMember Section Forces By Combination LC Member Label Section Axial Shear Moment k k k-ft 2 M1 1 -1.305 .91 0 2 -1.305 .91 -4.322 3 -1.305 .91 -8.644 2 M2 1 1.251 1.304 0 ' 2 1.251 1.304 -6.193 3 1.251 1.304 -12.386 2 M3 1 1.704 .954 0 2 1.704 .954 -4.533 3 1.704 .954 -9.066 W;T3 2.258 -1.305 -8.644 2.258 -1.512 -1.774 2.258 -2.13 7.159 .954 -.879 -5.227 .954 -1.498 .888 .954 -1.704 9.066 �i ' RISA-21D Version 5.5 [Y:\2007 JOBS\Konstant Arch itecture\07581_358 Wianno_Barnstable MA\CalculatRagkWsa\Gars i a, Company The Structural Shop Ltd. November 2, 2007 Designer _ 10:45 AM Job Number : Garage Moment Frame (WL+ DL) Checked By: Member Stresses By Combination LC Member Label Section Axial Shear Bending top Bending bot ksi ksi) (ksi) (ksi 2 M 1 1 -.111 .117 1 0 0 ' 2 -.111 .117 2.532 -2.532 3 -.111 .117 5.064 -5.064 2 M2 1 .107 .168 0 0 2 .107 .168 3.628 -3.628 3 .107 .168 7.256 -7.256 2 M3 1 .145 .123 0 0 2 .145 .123 2.656 -2.656 3 .145 .123 5.311 -5.311 2 M4 1 .402 -.612 5.515 -5.515 2 .402 -.709 1.132 -1.132 3 .402 -.999 -4.567 4.567 2 M5 1 .17 -.412 3.335 -3.335 2 .17 -.702 -.567 .567 3 1 .17 -.799 -5.784 5.784 Member Deflections By Combination LC Member Label Section x-Translation y-Translation (n)Uy Ratio in in 2 M1 1 0 0 NC 2 0 -.194 3215.136 3 0 -.317 NC 2 M2 1 0 0 NC 2 0 -.208 2243.696 ' 3 0 -.315 NC 2 M3 1 0 0 NC 2 0 -.194 3065.467 3 0 -.314 NC 2 M4 1 .317 0 NC 2 .316 -.012 9685.517 3 .315 0 NC 2 M5 1 .315 0 NC 2 .315 .008 NC 3 .314 0 NC ' Member AISC ASD 9th Code Checks, By Combination LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message ft ft ' 2 M1 .218 9.5 .008 0 1-12-1 2 M2 .310 9.5 .012 0 1-11-2 2 M3 .230 9.5 .009 0 H 1-2 2 M4 .374 0 .069 10 H 1-2 2 M5 .381 10 .055 10 H1-2 Member AISC ASD 9th Code Details By Combination LC Member Label Fa Ft Fb -Cb Cm ksi ksi ksi W2N 1 15.822 21.6 23.76 1 .6 2 15.822 21.6 23.76 1 6 3 15.822 21.6 23.76 1 .6 4 7.916 21.6 15.507 1 .85 5 7.916 21.6 15.507 1 85 RISA-21D Version 5.5 [Y:\2007 JOBS\Konstant Arch itecture\07581_358 Wianno_Barnstable MA\CalculatRagd;8sa\Gars i � I I 1 I ( 1 i t � I 4 1 � I � 1 � �aAL4 , f 1 �JAT t r , � P { R I 4 S r, I A SD STRUCTURAL—USE PANEL SHEAR WALL AND DIAPHRAGM r/6 Table 4.1A Recommended Shear (Pounds Per Foot) For Structural-Use Panel Shear Walls with Framing of Douglas fir-Larch or Southern Pinea For Wind Loading Qnly WIND LOADING ONLY Panels Applied Over Panels A lied Direct to Framing 1/2 in,or 5/8 in.Gypsum Sheathing Minimum Minimum Nail Nail Size Nail Sphci'ng at Nail Size Nail Spacing at Nominal Panel Penetration (common or Panel Edges in.) (common or Panel Edges in. Panel Grade Thickness(in.) in Framing(in.) Galvanized box) 6 4 3 2e Galvanized box) 6 1 4 3 2` . 0 5/16 1-1/4 6d 280 420 545 715 8d 280 420 545 715 3/8 320 505 645 855 355d 55 ° 05d 940d 10d 390 600 770' 1020 � StructuralI 7/16 1-1/2 8d 5 7 , I grades 15/32 390 600 770 1020 ' 1 15/32 1-5/8 10d 480 715 930 1220 - Sheathing, 5/16 or 1/4` 250 270 490 630 250 380 490 630 Plywood 3/8 1-1/4 6d 280 420 545 715 8d 280 420 545 715 Siding' 3/8 310 450 575 740 V and other 7/16 1-1/2 8d 335d 490d 630d 820d 10d 365 530 685r 895 R structural-use 15/32 36 530 685 895 panel grades 15/32 35 645 840 1080 - - 19/32 1-5/8 10d 75 715 1 930r, 1220 Plywood D Siding' Nail Size Nail Size r r and other (galvanized casing) alvanized casing) sructural-use 5/16` 1-1/4 6d 1 195 1 295 1 385 505 8d 1 1951 295 1 5 panel grades 3/8 1-1/2 8d 1 225 1 335 1 435 575 1 10d 1 2251 335 1 435 575 a For framing of other species:(1)Find specific gravity for species of lumber ` Framing at adjoining panel edges shall be 3-in.nominal or wider,and in the ANSI/AF&PA National Design Specification for Wood Construction. nails shall be staggered where nails are spaced 2 in,o.c. (2)(a)For common or galvanized box nails,find shear value from table r Framing at adjoining panel edges shall be 3-in.nominal or wider,and above for nail size for STRUCTURAL I panels(regardless of actual grade). nails shall be staggered where 10d nails having penetration into framing (b)For galvanized casing nails,take shear value directly from table above. of more than 1-5/8 in.are spaced 3 in.o.c. li (3)Multiply this value by 0.82 for species with specific gravity of 0.42 or ' Values apply to all-veneer plywood Siding panels only.Other Plywood greater,or 0.65 for all other species. Siding panels may also qualify on a proprietary basis.Plywood Siding 16 " All panel edges backed with 2-in.nominal or wider framing.Install panels o.c.plywood may be 11/32-in.,3/8-in.or thicker.Thickness at point of either horizontally or vertically.Space nails maximum 6 inches o.c.along nailing on panel edges governs shear values. intermediate framing members for 3/8-in.and 7/16-in.panels installed on studs spaced 24 in.o.c.For other conditions and panel thickness,space Notes: nails maximum 12 in.o.c.on intermediate supports. The recommended shears presented in Table 4.1A are based on the 3/8-in.or Plywood Siding 16 o.c.is minimum recommended when historically used design stresses for shear walls which are listed in Table applied direct to framing as exterior siding. 4.1B multiplied by 1.4.Some building codes have provided for this d Shears may be increased to values shown for 15/32-in.sheathing with increase due to the better understanding of wind loading.The designer same nailing provided(1)studs are spaced a maximum of 16 in.o.c.,or should confirm that the increase is applicable under the local code. (2)if panels are applied with long dimension across studs. Load Framing _ � t #. �sF•��t�gW� - ty� ,�i '�c��a a x Shear wall boundary Blocking,all Blocking,all _ panel edges - panel edges << x Foundation resistance APA—The Engineered Wood Association e , I t I I I • � 1 These products are available with additional corrosion protection,Additional products E on this page may also be available with this option,check with Simpson for details. 3 I, Material Model Dimensions Fasteners No. Base Body , ud Ga Ga HB SB vy H St B SD Anchor Machine Bolts Die.s ' HD2A 7 12 4e/s 21h 23/a Qty. Dra HDSA 3 10 , 8 29/s /a 5 3 3Ys 971e 39/s HD6A 3/8 ] 3 2 3/4 6/s 3�/z 3% 11Y,s 3z/s 9/s 2,hs j ' 3 HDSA 3/8 "7 3 6/is 3�/z �/a HD10A 3 h o /a 7 61/18 3Yz 3'/a 18Yis 37/s 9/is 2t.:,. HD14A 3/s 3 s /a 4 7 HD15 ?:y 4 31/z 20/is 3s/e sh 23/is 1 e7) _— 3 7 4 - 4 1 ;' 3'/z 24'/z 0is 3s/e See notes below. I�l �Ahgwahle Tehsion Loads Model �flF/SP(133/160) ,` Allowable Tension Loads Holdowne Holdown9.1< No SPF/HF(133/160) Deflection Deflection Wood Member`Thickness, at Highest at Highest Code Wood Member Thickness Allowable Allowable Ref. 21� 3 3 Design Load Dus esign Load HD2A 1555 2055 2565 2775 2775 2775 2760 1320 1740 2165 2570 2565 25 5 25 0 OI058 pap77 HDSA 1870 2485 3095 3705 4010 4010 3980 1585 2110 2625 3130 3645 3700 3680 0.067 0.117 HD6A 2 2980 36,8 3 5 4405. 5105 5460 5510 1870 2470 3065 36 4280 5055 5020 0.041 0.125 HD8A 220 20 4350 5415 6465, 7460 .8065 7910 2710 3655 4530 5480 6350 7470 7330 0.111 0.121 HD10A 3945 ,5540 695 8310,E 9540:,.10235 ,9900 3275 4600 5745 7045 8160 9500 9195 0,269 0.269 40,105, — — — — 122 HD14A 11080 13645 13380 — — . — 16345 15305 — — 9495 11950 12485 0.215 0.282 14355 1.Allowable loads have bee 13810 0.082 0.082 l'n increased for earthquake or wind load durations with no further increase allowed;reduce where other load durations govern. 9•Deflection at Highest Allowable Design Load: 2.HD15 requires a minimum 4x8(in a 314"wide shearwall)or a 6x6 nominal post The deflection of a holdown measured between the anchor bolt and the strap portion if to ensure the tension load carrying capacity of the critical net of the holdown when loaded to the highest allowable load listed in the catalog table. holdown capacity. section meets the This movement is strictly due to the holdown deformation under a static load test '!I 3.Use a minimum 46 nominal post for the HD14A.Minimum post size is conducted on a steel jig.All other sources of deflection shall be in addition. required to ensure the tension load carrying capacity of the critical net section 10.when using structural composite lumber columns,bolts must be applied to the meets the holdown capacity. wide face of the column. 4.HB is the required minimum distance from the end of the stud to the center of the 11.The Designer shall reduce the allowable loads shown per NDS requirements first stud bolt hole.End distance may be increased as necessary for installation. when bolt threads are in the shear plane. 5.The designer must specify anchor bolt type,length and embedment. 12.HDA and HD allowable loads are based on the lower of the 2001 NDS fastener Ia I See SSTB Anchor Bolts(page 33-34)and Additional Anchor Designs(page 34). values or the ultime load on a 6.Refer to technical bulletin T-ANCHORSPEC for retrofit anchor solutions 13.Post design shall be by Designer.teel test jig divided by 2.5. (see page 199 for details). 14.Holdowns may be raised off sill plate.Refer to table for increased 7.Lag bolts will not develop the listed loads.- deflection values(Ifapp/icable).Refer to note q,page 14 for installation 8.See page 13 15 for testing and other important information, Instructions of raised holdowns. j 14 it I firm 1. Bolt slip can occur at holdown stud bolts. 2. Increased bolt slip can occur if oversized holes are drilled through the stud for holdown stud bolts(oversized holes are when the hole diameter 9 g is greater than the bolt diameter plus''/,s"per 2001 NDS 11.1.2). 1 2 ' 8. When a holdown is installed on only one side of the stud,an eccentricity exists during loading which can cause more movement in the shearwall BP's are required by system. BEARING the City of Los Angeles. 4. Unrestrained anchor bolt nuts can spin loose during cyclic loading; 4 5 PLATES Check with your local using steel nylon locking nuts or thread adhesive may building code on usage. ti 5. Movement can occur when nuts are not tightened enoughvent nut spin. 6 7 (NDS Section 11.1.2.3 { Retightening bolts before covering wall may prevent this. STUD requires a moral plate, 8 10 of a metstandard cut minimum washer) 6. Deflection'can occur in the holdown under load caused by stresses due to earthquake or high wind. 7. Lateral displacement at the top of the wall rotates the stud around its SILL i base causing the holdown base plate to displace vertically. PLATE f 8. Wood shrinkage can occur due to drying of the sill plate,rim joist, o +o o` and/or top plate;nuts may require retightening. 9. Uplift forces on the bolts can cause localized wood crushing at bolt —FOUNDATION ' bearing locations.Using larger bearing plates may prevent this. . 10.Wood at the end of the studs (Sill plates,ri joists,etc.)may crush HOEDOWN m ANCHOR under normal dead and live loading;additional compressive forces due to overturning during earthquake and high wind loads add to the deflection. Q(Z and©do not apply to the PHD and HDD. 39 � sip 1 1 1 1 1 1 1 1 1 1 1 � 1 1 1 1 1 1 1 1 N 1 1 1 1 1 1 � 9 �__ I 1 1 1 1 M 1 1 1 1 1 ICI 9 � 1 LL �3Lv -- _ o hLOW pU'1 � i 1 Pn Sim L � lqo/ ' Title: Job# Dsgnr: Date: 8:25PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 t (c)1983-99 ENERCALC :\2007 JObs\konstant archltecture\07581 358 Description Barn Roof Framing-Typ. Roof Rafter ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 Center Span 6.83 ft . .. . .Lu 0.00 ft ' Beam Width 1.500 in Left Cantilever ft . . .. .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .. .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi Repetitive Member E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 67.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=6.83ft,Beam Width=1.500in x Depth=9.25in, Ends are Pin-Pin Max Stress Ratio 0.354 : 1 Maximum Moment 0.4 k-ft Maximum Shear* 1.5 0.3 k Allowable 2.0 k-ft Allowable 1.0 k Max.Positive Moment 0,39 k-ft at 3.416 ft Shear: @ Left 0.23 k Max.Negative Moment 0.00 k-ft at 6.833 ft @ Right 0.23 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.036 in Max. M allow 1.97 @ Right 0.000 in ' Reactions... fb 219.36 psi fv 24.75 psi Left DL 0.23 k Max 0.23 k Fb 1,106.88 psi Fv 70.00 psi Right DL 0.23 k Max 0.23k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.024 in -0.024 in Deflection 0.000 in 0.000 in ...Location 3.416 ft 3.416 ft ...Length/Deft 0.0 0.0 1 ...Length/Deft 3,455.9 3,455.92 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 32.440 Le 0.000 ft Sxx 21.391 in3 Area 13.875 in2 Cf 1,100 Rb 0.000 Cl 0,000 ' Max Moment Sxx Req'd Allowable fb @ Center 0.39 k-ft 4.24 in3 1,106.88 psi @ Left Support 0.00 k-ft 0.00 in3 1,106.88 psi @ Right Support 0.00 k-ft 0.00 in3 1,106.88 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.34 k 0.34 k Area Required 4.905 in2 4.905 in2 Fv:Allowable 70.00 psi 70.00 psi ' Bearing @ Supports Max.Left Reaction 0.23 k Bearing Length Req'd 0.359 in Max.Right Reaction 0.23 k Bearing Length Req'd 0.359 in NATIONAL DESIGN SPECIFICATIONFOR WOOD CONSTRUCTION. able 8.2A Bolt Design Values (Z) for Single Shear (two member) Connections1s , { { for sawn lumber with both members of identical species Thickness G=0.43 G=0.42 G=0.37 G=0.36 G=0.35 ': Hem-Fir Spruce-Pine-Fir Redwood Eastern Softwoods Northern Species 0 (open grain) Spruce-Pine-Fir (S) " :o E Pa q Western Cedars Western Woods I tm t. D Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z s II sl 1 1 II sl m1 1 II sl 1 1 II al 1 1 II al ml Zl j�1 in. in. in. lbs. Ibs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 410 250 250 180 410 2"24170 360 210 210 140 350 200 200 130 340 200 200 130 l 1-1/2 1-1/ 3/4 620 350 350 210 610 340 340 210 540 290 290 170 520 280 280 170 500 270 270 160440 250 810 430 430 240 720 370 370 200 700 7/8 7Ot� 90akfta xQRI �_ a 1 36 1/2 550 320 310 250 540 320 300 240 500 290 250 200 490 Z80 240 190 470 280 240 180 1S ff I ANIMONAIN 2-1/2 1-1/2 3/4 870 460 410 300 850 450 400 290 750 370 340 240 740 360 330 230 710 350 320 230' 1 1160 540 500 350 1140 530 490 340 1010 440 420 280 980 420 410 270 940 410 390 260 1/2 550 320 350 290 540 320 330 280 500 290 280 230 490 280 270 220 480 280 260 220ic 5/8 s 7 t5ffia mm agrgrgg;., O- mf 3 1-1/2 3/4 1020 460 450 350 1000 450 440 340 880 370 370 280 860 360 360 270 830 350 350 260 , 1 1360 540 550 410 1330 530 540 400 1170 440 460 330 1150 420 440 320 1100 410 430 310 ' 1/2 550 320 380 290 540 320 370 280 500 290 320 250 490 280 300 240 250 480 280 290 s ,790c41Q .�}!0 � °'er �t 3�w ''' 1uT3"' m1Ac`� ve 1-1/2 3/4 1100 460 500 400 1080 450 480 390 1010 370 410 320 990 360 400 310 950 350 380 300 7/8 r?`13 0 ;k45 0��Z 4�1,q OW ff - f9 . �` 9.. �. � ••s o 3-1/2 1 1570 540 600 470 1530 530 590 460 1350 440 5 6'00 380 1320 420 480 370 1270 410 470 350 1/2 660 440 440 390 660 430 430 380 620 400 400 330 610 390 390 310 600 380 380 310 0 � t ' 5/8' :10405 kr()):i Odra PATOM, �� a5°tL W. . � ;R ME `,�"I M_, N 3-1/2 3/4 1450 740 740 500 1420 730 730 480 1250 650 650 400 1220 630 630 390 1180 620 620 370 7/8 "160 `91Y1 g 910` ' 8IO ', . {" -.y 1 IM Mm 1930 1030 1030 580 1890 1000 1000 560 1670 870 870 470 1630 840 840 450 1570 810 810 430 ;`, 5/8 790 420 530 410 780 410 520 400 720 350 450 350 710 330 430 330 700 320 410 320 ; 1-1/2 ,3I4; 110�a fz� fiOQ a �'4 � 1 `N IN�A� � KN t �; �� �r F 7/8 1460 500g 660 5000� 14400 4990 6400 490 1350 410 5500 x.,.Y 4100 1330 390 5300 390 1280 370 560 370 1 i800 k4Q �w��LO j�j 0 � F ae�ud ..- R .� .`�m MEMO i h 14-1/2 5/8 1040 600 660 520 1020 590 650 510 960 520 600 430 950 500 570 410 930 490 560 400 s r 3-1/2 �.,, 3 ° 44 u1U. . .n` t° 0 .,,.. y ,. ru .t 7/8 1950 920 960 620 1920 910 940 600 1690 820 810 510 1650 800 790 490 1590 770 750 460 1.0 :2�240 }0 7r` tinow 2br 5/8 790 420 530 410 780 410 520 400 720 350 470 350 710 330 460 330 700 320 450 320 h 1 1/2 i3/4a_ 1100� a' 60i;�� � 6 � �S ' a r /€� ff 270 c j� s m 7a r 0 a ,fLYP7/8 1460 500 780 500 1440 490 760 490 1350 410 650 410 1330 390 630, 390 1280 370 590 370 5-1/2 ..7Ot $3b. �f "0 �7 bD 44 6 pQ `, �.. 5/8 1040 600 660 530 1020 590 650 520 960 520 610 460 950 500 590 440 930 490 580 430 3 1/2 3/4' yl'490' w740+7.=`. ,/��fiaWO1�,tt`80fi# 7 '9Q0'��'�0 5 5 �a7sa4y0 Ma ebs-a'a •�1", .4a,nn,@# .:x..+N' 7/8 1950 920 1030 720 1920 910 1010 700 1740 820 870 590 1710 800 840 570 1660 770 800 530 5/8 790 420 530 410 780 410 520 400 720 350 470 350 710 330 460 330 700 320 450 320 1-1/2 7/8 1460 500 900 500 1440 490 890 490 1350 410 810 410 1330 390 800 390 1280 370 770 370 1/2 1 180 yf 5�40atiE11;30F5401 1r60 F�i�i Q53n 141G04AQx�r�3A s40520 Q am160 4,R � I 5/8 1040 600 660 530 1020 590 650 520 960 520 610 460 950 500 590 440 930 490 580 430 „I 3-1/2 3/4 1`490 ry79'0j (92050" 0"{r730 901M 0 fi_401 . Sk56k'l'7p �` f.5 i 7/8 1950 920 1210 790 1920 910� 1180 z780 1740� 820 1010 700 1710 800 980w 80 160" 770 920�650 k 1 ,�.,2370w�� +49 �i34 '+„ ��2 ' 0 "1�142{1� � � � � ��n � ~�z -, • � � � ys I 1. Tabulated lateral design values(Z)for bolted connections shall be multiplied by all applicable adjustment factors(see Table 7.3.1). ;' Tabulated lateral design values(Z)are for"full diameter"bolts(see Reference 6)with a bending yield strength(Fyb)of 45,000 psi. a AMERICAN FOREST&PAPER ASSOCIATION .. .... . ....... .__.___x_ _ ....___ _., ,. � �x � , '�y � � per" ^�.,.�+,`� �. J p- �'30 1 � �� apt���.��� ,�i � �„ ; � ;� A ��o-_._- —:f �}�'-- e a x �� 0 � � ��� PXy 1 ��� �� P� s. ����. f Title: Job# Dsgnr: Date: 8:25PM, 1 NOV 07 Description ' Scope Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALc :\2007 jobs\konstant architecture\07581 358 Description Barn Roof Framing- (typ. stud design for roof thrust) General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x4 Center Span 9.83ft . . . ..Lu 0.00 ft ' Beam Width 1.500 in Left Cantilever 1,00ft . .. ..Lu 0.00 ft Beam Depth 3.500 in Right Cantilever ft . . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,Stud Fb Base Allow 675.0 psi Load Dur.Factor 1.000 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,200.0 ksi Point Loads ' Dead Load 150.0lbs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance -1.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=9.83ft,Left Cant=1.00ft,Beam Width=1.500in x Depth=3.5in,Ends are Pin-Pin ' Max Stress Ratio 0.792 : 1 Maximum Moment -0.1 k-ft Maximum Shear` 1.5 0.2 k Allowable 0.2 k-ft Allowable 0.4 k Max.Positive Moment 0,00 k-ft at 9,833 ft Shear: @ Left 0.15 k ' Max.Negative Moment -0.15 k-ft at 0.000 ft @ Right 0.02 k Max @ Left Support -0.15 k-ft Camber: @ Left 0.210 in Max @ Right Support 0.00 k-ft @ Center 0.375 in Max.M allow 0.19 Reactions... @ Right 0.000 in fb 587.76 psi fv 42.86 psi Left DL 0.17 k Max 0.17 k Fb 742.50 psi Fv 70.00 psi Right DL -0.02 k Max -0.02 k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.250 in 0.250 in Deflection -0.140 in -0.140 in ...Location 4.158 ft 4.158 ft ...Length/Deft 171.6 171.6 ...Length/Dell 472.0 472.02 Right Cantilever... ' Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 34.195 Le 0.000 ft Sxx 3.063 in3 Area 5.250 in2 Cf 1,100 Rb 0.000 Cl 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 0.00 k-ft 0.00 in3 742.50 psi @ Left Support 0.15 k-ft 2.42 in3 742.50 psi @ Right Support 0.00 k-ft 0.00 in3 742.50 psi Shear Analysis @ Left Support @ Right Support ' Design Shear 0.23 k 0.02 k Area Required 3.214 in2 0.327 in2 Fv:Allowable 70.00 psi 70.00 psi Bearing @ Supports ' Max.Left Reaction 0.17 k Bearing Length Req'd 0.259 in Max.Right Reaction -0.02 k Bearing Length Req'd 0.024 in _.._......... MI i ,a i , strapsLTSIMTSIUSTwist r I Twist straps provide a tension connection between two wood MTS Installation — members.They resist uplift at the heel of a truss economically, as a Truss-to- i The 3"bend section eliminates interference at the transition Top Plate Tie 1'n'P points between wood members. r io' `. MATERIAL:LTS-18 gauge;MTS-16 gauge;HTS-14 gauge FINISH:Galvanized.Some products available in stainless steel and ZMAX®;see Corrosion Information,page 10-11. L d INSTALLATION: r •Use ail specified fasteners.See General Notes. " CODES:See page 12 for Code Listing Key Chart. t These products are available with additional corrosion protection.Additional products 2° on this page may also be available with this option,check with Simpson for details. LTS12 I ne Spruce-Pine-Fir 15" (MTS and HTS Model L 1 o4Y eF.. tt�a Allowable Uplift Loads Code similar) No. 0 iod 10dx1Ys Ref. 1Od 10dx1Yz ��3/Q$0° (133) (160) ' LTS12 12 12-10d 12-10dx114 775 720 720 665 620 1620 3,28,39,104,121,140 LTS16 16 12-10d 12-10dxll/z 775 720 720 665 620 620 MTS30 1'/a" 18 18 12-10d 12-10dx1�h 775 720 720 665 620 3,39,121,140 (HTS30 IY4' TS20 20 12-10d 12-10dxilh 775 720 720 665 620 20 ®MTS12 12 14-10d 14-10dx1'h .tt D00 4j1bQQti 860 730 860 3,28,39,104,121,140 similar) (HTS30C MTS16 16 14-10d 14-10dx11h 11,400 860 730 860 similar) MTS18 18 14-10d 14-10dx1NhD"Q�" 40 s1000`.' 860 730 860 3,39,121,140 ' ®MTS20 20 14-10d 14-10dx1'h AWN, a 40 0;0 860 730 860 ®MTS30 30 14-10d 14-10dx1'h ab4�0 a3�t d0.0 860 730 860 MTS24C 24 14 10d 14.10dx1'h 1000 840 1000 860 730 860 125 MTS30C 30 14-10d 14-10dx1�h 1000 840 1000 860 730 860 j HTS16 16 16-10d 16-10dx11Fe ir1¢Q '�0 1 1 1085 865 990 HTS20 20 20-10d 24-10dx1lh 450 °, w 0. 1245 1245 1245 HTS24 24 20-10d 24-10dxllh 6 1245 1245 1245 62,123,140 HTS28 28 20-10d 24-10dx1'h ..Y 50 �1 0145p;; 1245 1245 1245 Typical HTS30 30 2010d 2410dx1'h ,;'145,0 Q t145 ` 1245 1245 1245 MTS30 HTS30C 30 20-10d 24-10dx1�h 1450 1450 1450 1245 1245 1245 Installation 1.LTS12 thru LTS20,MTS16 through MTS30,HTS24 through 4.All straps except the MTS30 and HTS30 HTS30C(except HTS30)have additional nail holes. have the twist in the center of the strap. 2.Install half of the fasteners on each end of strap to achieve 5.Twist straps do not have to be wrapped over full loads. the truss to achieve the load. 3.Loads have been increased for earthquake or wind loading; 6.May be installed on the inside face of the stud. o o no further increase allowed;reduce where other loads 7.NAILS:10d=0.148'dia.x 3'long, MTS30 Installation govern. 10dx1'h=0.148'dia.x 1'h'long.See page with I-joist Rafter 16-17 for other nail sizes and information. HHHeader Hangers a a Re U W � . For fast,accurate installation of door and window headers and 0 �3 u other cross members.HH header hangers can speed up the job, ' 6 fro strengthen the frame,and eliminate the need for trimmers. a MATERIAL:16 gauge w r g FINISH:Galvanized I H INSTALLATION:Use all specified fasteners.See General Notes. I 4� N CODES:See page 12 for Code Listing Key Chart. }� r F2 o T HH4 U Fasteners Allowable Loads I F Model W H Code No. Stud Header (iF 0) Fz F33) F4 Ref. HH4 3�h 213/ie 9 16d 4 16d 1195 710 710 1085 3,39,88, ry ' HH Load Directions HH6 5�h 5'/s 12-16d 6-16d 1595 1065 1065 1085 121 1.F,Loads may be increased up to 25%for short-term loading in accordance with the code. ! 2:The supporting post thickness must be a minimum of 21/2". ' 3:NAILS:16d=0.162'dia.x 3'/2'long. Typical HH See page 16-17 for other nail sizes and information. i Installation 171 4 Zi 1 , 9Z)8 ' Title: Job# Dsgnr: Date: 8:25PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0603674,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC y:\2007 lobs\konstant arch itecture\07581_358 Description Barn Roof Framing- (RB1) General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x10 Center Span 4.00ft . .. ..Lu 1.33 ft ' Beam Width 3.000 in Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 70.0 psi ' Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 84.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary I Beam Design OK Span=4.00ft,Beam Width=3.000in x Depth=9.25in,Ends are Pin-Pin ' Max Stress Ratio 0.130 : 1 Maximum Moment 0.2 k-ft Maximum Shear* 1.5 0.3 k Allowable 3.4 k-ft Allowable 1.9 k Max.Positive Moment 0,17 k-ft at 2.000 ft Shear: @ Left 0.17 k ' Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.17 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.003 in Max.M allow 3.42 @ Right 0.000 in ' Reactions... fb 47.12 psi fv 9.08 psi Left DL 0.17 k Max 0.17 k Fb 959.82 psi Fv 70.00 psi Right DL 0.17 k Max 0.17 k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.002 in Deflection 0.000 in 0.000 in ...Location 2.000 ft 2.000 ft ...Length/Defl 0.0 0.0 ...Length/Deft 27,481.7 27,481.73 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 32.440 Le 2.739 ft Sxx 42.781 in3 Area 27.750 in2 Cf 1.100 Rb 5.813 Cl 0.997 Max Moment Sxx Read Allowable fb @ Center 0.17 k-ft 2.10 in3 959.82 psi @ Left Support 0.00 k-ft 0.00 in3 962.50 psi @ Right Support 0.00 k-ft 0.00 in3 962.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.25 k 0.25 k Area Required 3.600 in2 3.600 in2 Fv:Allowable 70.00 psi 70.00 psi Bearing @ Supports Max.Left Reaction 0.17 k Bearing Length Req'd 0.132 in Max.Right Reaction 0.17 k Bearing Length Req'd 0.132 in I ' Title: Job# y Dsgnr: Date: 8:25PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC :�2,00L fobs\konstant archltecture\O7S8� 3S8 Description Barn Roof Framing- (RB2) General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x10 Center Span 5.33ft . .. . .Lu 1.33 ft Beam Width 3,000 in Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft . .. . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 67.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 168.0lbs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs distance 3.333 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK ' Span=5.33ft,Beam Width=3.000in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.219 : 1 Maximum Moment 0.4 k-ft Maximum Shear* 1.5 0.4 k Allowable 3.4 k-ft Allowable 1.9 k ' Max.Positive Moment 0.43 k-ft at 3.328 ft Shear: @ Left 0.24 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.28 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.011 in ' Max.M allow 3.42 Reactions... @ Right 0.000 in fb 121.51 psi fv 15.33 psi Left DL 0.24 k Max 0.24 k Fb 959.82 psi Fv 70.00 psi Right DL 0.28 k Max 0.28 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.007 in -0.007 in Deflection 0.000 in 0.000 in ...Location 2.752 ft 2.752 ft ...Length/Deft 0.0 0.0 ...Length/Deft 8,605.1 8,605.08 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 ' Stress Calcs Bending Analysis Ck 32.440 Le 2.739 ft Sxx 42.781 in3 Area 27.750 in2 CI 1.100 Rb 5,813 Cl 0,997 Max Moment Sxx Reg'd Allowable fb @ Center 0.43 k-ft 5.42 in3 959.82 psi @ Left Support 0.00 k-ft 0.00 in3 962.50 psi @ Right Support 0.00 k-ft 0.00 in3 962.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.36 k 0.43 k Area Required 5.178 in2 6.078 in2 Fv:Allowable 70.00 psi 70.00 psi ' Bearing @ Supports Max.Left Reaction 0.24 k Bearing Length Req'd 0.190 in Max.Right Reaction 0.28 k Bearing Length Req'd 0.222 in A 'l2.A, Zit?Y� tt,D.` Title: Job# Dsgnr: Date: 8:25PM, 1 NOV 07 Description Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itecture\07581 358 Description Barn Roof Framing- (RH1) ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x8 Center Span 4.67 ft . . .. .Lu 4.67 ft ' Beam Width 3.000 in Left Cantilever ft .. .. .Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft .. .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.000 Fv Allow 70.0 psi ' Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi Full Lengh Uniform Loads Center DL 40.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft 1 Summary __j I Beam Design OK Span=4.67ft,Beam Width=3.000in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.092 : 1 Maximum Moment 0.1 k-ft Maximum Shear* 1.5 0.1 k Allowable 2.3 k-ft Allowable 1.5 k Max.Positive Moment 0,11 k-ft at 2,333 ft Shear: @ Left 0.09 k ' Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.09 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.005 in Max.M allow 2.28 @ Right 0.000 in ' Reactions... fb 49.73 psi fv 6.44 psi Left DL 0.09 k Max 0.09 k Fb 1,040.55 psi Fv 70.00 psi Right DL 0.09 k Max 0.09k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.003 in Deflection 0.000 in 0.000 in ...Location 2.333 ft 2.333 ft ...Length/Deft 0.0 0.0 ...Length/Deft 17,495.2 17,495.19 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 32.440 Le 9.369 ft Sxx 26.281 in3 Area 21.750 in2 Cf 1.200 Rb 9.519 Cl 0.991 ' Max Moment Sxx Req'd Allowable fb @ Center 0.11 k-ft 1.26 in3 1,040.55 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.14 k 0.14 k Area Required 2.000 in2 2.000 in2 Fv:Allowable 70.00 psi 70.00 psi ' Bearing @ Supports Max.Left Reaction 0.09 k Bearing Length Req'd 0.073 in Max.Right Reaction 0.09 k Bearing Length Req'd 0.073 in i ' V` Title: Job# Dsgnr: Date: 8:25PM, 1 NOV 07 Description Scope Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 ' (c)1983-99 ENERCALC y:2007 jobs\konstant arch itecture\07581 358 Description Barn Roof Framing (RL1) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : L3.5X3.5X5/16 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 4.67 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 4.67 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.160 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft ' Summary Beam OK Static Load Case Governs Stress Using:L3.5X3.5X5/16 section,Span=4.67ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=4.67ft,LDF=1.000 ' Actual Allowable Moment 0.455 k-ft 1.757 k-ft Max.Deflection -0.025 in fb:Bending Stress 5.593 ksi 21.600 ksi Length/DL Defl 2,230.9 : 1 fb/Fb 0.259 : 1 Length/(DL+LL Defl) 2,230.9 :1 ' Shear 0.390 k 15.750 k fv:Shear Stres: 0.357 ksi 14.400 ksi fv/Fv 0.025 : 1 Force 8r Stress Summary «--These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only Center (cD Center Cants R Cants ' Max.M+ 0.45 k-ft 0.45 k-ft Max.M- k-ft Max.M @ Left k-ft Max. M @ Right k-ft Shear @ Left 0.39 k 0.39 k Shear @ Right 0.39 k 0.39 k Center Defl. -0.025 in -0.025 0.000 -0.025 0.000 0.000 in Left Cant Defl 0.000 in 0,000 0.000 0,000 0,000 0,000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 0.39 0.39 0.39 k ' Reaction @ Rt 0.39 0.39 0.39 k Section Properties L3.5X3.5X5/16 Depth 3.500 in Weight 7.10#/ft r-xx 1.083 in ' Width 3.500in I-xx 2.45 in4 r-yy 1.083 in Leg Thick 0.313 in I-yy 2.45 in4 S-xx 0.976 in3 Area 2.09 in2 S-yy 0.976 in3 r;���R ,.`.V A�.,A+..aws 'j fiM „,on., 1 -l '�1� !'•.�- �^. n �y r 1 ' Title: Job# ��1 Dsgnr: Date: 8:26PM, 1 NOV 07 Description Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (c)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description Barn -2nd Floor Framing (typ. Floor Joist) ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x12 Center Span 17.08 ft . . .. .Lu 0.00 ft ' Beam Width 1.500 in Left Cantilever ft . . .. .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 70.0 psi ' Beam End Fixity Pin-Pin Fc Allow 425.0 psi Repetitive Member E 1,400.0 ksi Full Lengh Uniform Loads Center DL 73.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft 1 Summary Overstressed in Bending ! Span=17.08ft,Beam Width=1.500in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 1.004 ; 1 Maximum Moment 2.7 k-ft Maximum Shear* 1.5 0.8 k Allowable 2.7 k-ft Allowable 1.2 k Max.Positive Moment 2.66 k-ft at 8,541 ft Shear: @ Left 0.62 k ' Max.Negative Moment 0.00 k-ft at 17.083 ft @ Right 0.62 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.842 in ' Max.M allow 2.65 Reactions... @ Right 0.000 in fb 1,009.94 psi fv 49.66 psi Left DL 0.62 k Max 0.62 k Fb 1,006.25 psi Fv 70.00 psi Right DL 0.62 k Max 0.62k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.561 in -0.561 in Deflection 0.000 in 0.000 in ...Location 8.541 ft 8.541 ft ...Length/Deft 0.0 0.0 ' ...Length/Deft 365.2 365.17 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Dell 0.0 0.0 Stress Calcs Bending Analysis Ck 32.440 Le 0.000 ft Sxx 31.641 in3 Area 16.875 in2 Cf 1.000 Rb 0.000 Cl 0.000 ' Max Moment Sxx Req'd Allowable fb @ Center 2.66 k-ft 31.76 in3 1,006.25 psi @ Left Support 0.00 k-ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,006.25 psi 1 Shear Analysis @ Left Support @ Right Support Design Shear 0.84 k 0.84 k Area Required 11.972 in2 11.972 in2 Fv:Allowable 70.00 psi 70.00 psi ' Bearing @ Supports Max.Left Reaction 0.62 k Bearing Length Req'd 0.978 in Max.Right Reaction 0.62 k Bearing Length Req'd 0.978 in 1 ' Title: Job# Dsgnr: Date: 8:26PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0803874,Ver5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALc :\2007 jobs\konstant arch itecture\07581 358 Description Barn -2nd Floor Framing (2B1) ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x12 Center Span 9.33 ft . . . . .Lu 1.33 ft ' Beam Width 3.000 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft .. .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.000 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi Full Lengh Uniform Loads ' Center DL 142.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=9.33ft,Beam Width=3.000in x Depth=11.25in,Ends are Pin-Pin ' Max Stress Ratio 0.337 : 1 Maximum Moment 1.5 k-ft Maximum Shear 1.5 0.8 k Allowable 4.6 k-ft Allowable 2.4 k Max.Positive Moment 1,55 k-ft at 4,666 ft Shear: @ Left 0.66 k ' Max.Negative Moment 0.00 k-ft at 9.333 ft @ Right 0.66 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.073 in Max.M allow 4.60 @ Right 0.000 in ' Reactions... fb 293.19 psi fv 23.56 psi Left DL 0.66 k Max 0.66 k Fb 872.29 psi Fv 70.00 psi Right DL 0.66 k Max 0.66 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.049 in -0.049 in Deflection 0.000 in 0.000 in ...Location 4.666 ft 4.666 ft ...Length/Deft 0.0 0.0 ' ...Length/Deft 2,302.4 2,302.41 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 32.440 Le 2.739 ft Sxx 63.281 in3 Area 33.750 in2 Cf 1.000 Rb 6.411 Cl 0.997 ' Max Moment Sxx Redd Allowable fb @ Center 1.55 k-ft 21.27 in3 872.29 psi @ Left Support 0.00 k-ft 0.00 in3 875.00 psi @ Right Support 0.00 k-ft 0.00 in3 875.00 psi 1 Shear Analysis @ Left Support @ Right Support Design Shear 0.80 k 0.80 k Area Required 11.360 in2 11.360 in2 Fv:Allowable 70.00 psi 70.00 psi Bearing @ Supports Max.Left Reaction 0.66 k Bearing Length Req'd 0.520 in Max.Right Reaction 0.66 k Bearing Length Req'd 0.520 in Title: Job# Dsgnr. Date: 8.26PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 ' (=)1983-99 ENERCALC y:\2007 jobs\konstant architecture\07581 358 Description Barn -2nd Floor Framing (2B2) ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:3.500x11.250 Center Span 17.08 ft . .. ..Lu 1.33 ft ' Beam Width 3.500 in Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . . .Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,Microl-am 1.9 E Fb Base Allow 2,600.0 psi Load Dur.Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi ' Full Lengh Uniform Loads Center DL 73.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Point Loads Dead Load 663.0 Ibs 663.0 lbs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs distance 5.167 ft 12.083 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=17.08ft,Beam Width=3.500in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0.379 : 1 Maximum Moment 6.0 k-ft Maximum Shear* 1.5 1.8 k Allowable 15.9 k-ft Allowable 11.2 k ' Max.Positive Moment 6.03 k-ft at 8.473 ft Shear: @ Left 1.28 k Max.Negative Moment 0.00 k-ft at 17.083 ft @ Right 1.29 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.622 in ' Max.M allow 15.94 Reactions... @ Right 0.000 in fb 980.69 psi fv 46.79 psi Left DL 1.28 k Max 1.28 k Fb 2,590.61 psi Fv 285.00 psi Right DL 1.29 k Max 1.29 k ' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.415 in -0.415 in Deflection 0.000 in 0.000 in ' ...Location 8,541 ft 8,541 ft ...Length/Deft 0.0 0.0 ...Length/Deft 494.3 494.31 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 21.924 Le 2.739 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.000 Rb 5.495 Cl 0.996 Max Moment Sxx Reg'd Allowable fb @ Center 6.03 k-ft 27.95 in3 2,590.61 psi @ Left Support 0.00 k-ft 0.00 in3 2,600.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 1.82 k 1.84 k Area Required 6.396 in2 6.464 in2 Fv:Allowable 285.00 psi 285.00 psi ' Bearing @ Supports Max.Left Reaction 1.28 k Bearing Length Req'd 0.488 in Max.Right Reaction 1.29 k Bearing Length Req'd 0.493 in I 'F���.� fb z Gs 77 re r �jIe I 1 ' Title: Job# Dsgnr: Date: 8:26PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC :�2y 007 jobs\konstant architecture\07581 358 Description Barn -2nd Floor Framing (2B3) ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x12 Center Span 3.50 ft . . .. .Lu 1.33 ft Beam Width 3.000 in Left Cantilever ft .. .. .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur.Factor 1.000 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi ' Full Lengh Uniform Loads Center DL 372.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summa I Beam Design OK Span=3.50ft,Beam Width=3.000in x Depth=11.25in, Ends are Pin-Pin ' Max Stress Ratio 0.195 : 1 Maximum Moment 0.6 k-ft Maximum Shear' 1.5 0.5 k Allowable 4.6 k-ft Allowable 2.4 k Max.Positive Moment 0.57 k-ft at 1.750 ft Shear: @ Left 0.65 k ' Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.65 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.004 in Max.M allow 4.60 @ Right 0.000 in ' Reactions... fb 108.02 psi fv 13.66 psi Left DL 0.65 k Max 0.65 k Fb 872.29 psi Fv 70.00 psi Right DL 0.65 k Max 0.65 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.003 in Deflection 0.000 in 0.000 in ...Location 1.750 ft 1.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 16,664.4 16,664.36 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs ' Bending Analysis Ck 32.440 Le 2.739 ft Sxx 63.281 in3 Area 33.750 in2 Cf 1.000 Rb 6.411 Cl 0.997 ' Max Moment Sxx Reg:d Allowable fb @ Center 0.57 k-ft 7.84 in3 872.29 psi @ Left Support 0.00 k-ft 0.00 in3 875.00 psi @ Right Support 0.00 k-ft 0.00 in3 875.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 0.46 k 0.46 k Area Required 6.584 in2 6.584 in2 Fv:Allowable 70.00 psi 70.00 psi Bearing @ Supports Max.Left Reaction 0.65 k Bearing Length Req'd 0.511 in Max.Right Reaction 0.65 k Bearing Length Req'd 0.511 in Title: Job# Dsgnr: Date: 8:26PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,WhK General Timber Beam Page 1 (c)1983-99 ENERCALC y:\2007 lobs\konstant architecture\07581_358 Description Barn -2nd Floor Framing (2B4) ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:3.500x11.250 Center Span 17.08 ft . . .. .Lu 1.33 ft Beam Width 3.500 in Left Cantilever ft .. .. .Lu 0.00 ft ' Beam Depth 11.250 in Right Cantilever ft . .. ..Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi ' Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi ' Full Lengh Uniform Loads Center DL 73.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Point Loads Dead Load 651.0lbs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs tdistance 4.333 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 17.08ft,Beam Width=3.500in x Depth=11.25in,Ends are Pin-Pin t Max Stress Ratio 0.267 : 1 4.3 k-ft Maximum Shear* 1.5 1.6 k Maximum Moment Allowable 15.9 k-ft Allowable 11.2 k Max.Positive Moment 4.26 k-ft at 6.287 ft Shear: @ Left 1.11 k Max.Negative Moment 0.00 k-ft at 17.083 ft @ Right 0.79 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.421 in ' Max.M allow 15.94 Reactions... @ Right 0.000 in fb 692.43 psi fv 39.79 psi Left DL 1.11 k Max 1.11 k Fb 2,590.61 psi Fv 285.00 psi Right DL 0.79 k Max 0.79 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.281 in -0.281 in Deflection 0.000 in 0.000 in ' ...Location 8.200 ft 8.200 ft ...Length/Deft 0.0 0.0 ...Length/Defl 729.8 729.85 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 ' Stress Calcs Bending Analysis Ck 21.924 Le 2.739 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.000 Rb 5.495 Cl 0.996 ' Max Moment Sxx Req'd Allowable fb @ Center 4.26 k-ft 19.73 in3 2,590.61 psi @ Left Support 0.00 k-ft 0.00 in3 2,600.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 1.57 k 1.09 k Area Required 5.498 in2 3.809 in2 Fv:Allowable 285.00 psi 285.00 psi Bearing @ Supports Max.Left Reaction 1.11 k Bearing Length Req'd 0.423 in Max.Right Reaction 0.79 k Bearing Length Req'd 0.300 in ' QZU Title: Job# Dsgnr: Date: 8:26PM, 1 NOV 07 Description Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC y;\2007 J obs\konstant architecture\07581_358 Description Barn - 2nd Floor Framing (2H1) General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name LVL:3.500x11.250 Center Span 9.00 ft . .. ..Lu 9.00 ft ' Beam Width 3.500 in Left Cantilever ft . .. . .Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft . . .Lu 0.00 ft Member Type Sawn Truss Joist-MacMillan,MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi ' Beam End Fixity Pin-Pin Fc Allow 750.0 psi E 1,900.0 ksi ' Full Lengh Uniform Loads Center DL 680.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft tSummagL__jj Beam Design OK Span=9.00ft,Beam Width=3.500in x Depth=11.25in,Ends are Pin-Pin Max Stress Ratio 0.446 : 1 Maximum Moment 6.9 k-ft Maximum Shear* 1.5 3.6 k Allowable 15.4 k-ft Allowable 11.2 k Max.Positive Moment 6.88 k-ft at 4.500 ft Shear: @ Left 3.06 k ' Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.06 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.191 in Max.M allow 15.45 @ Right 0.000 in ' Reactions... fb 1,119.09 psi fv 92.32 psi Left DL 3.06 k Max 3.06 k Fb 2,510.62 psi Fv 285.00 psi Right DL 3.06 k Max 3.06 k De flections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.127 in -0.127 in Deflection 0.000 in 0.000 in ...Location 4.500 ft 4.500 ft ...Length/Deft 0.0 0.0 ' ...Length/Defl 848.9 848.93 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 21.924 Le 17.386 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.000 Rb 13.845 Cl 0.966 ' Max Moment Sxx Reg:d Allowable fb @ Center 6.88 k-ft 32.91 in3 2,510.62 psi @ Left Support 0.00 k-ft 0.00 in3 2,600.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi ' Shear Analysis @ Left Support @ Right Support Design Shear 3.64 k 3.64 k Area Required 12.755 in2 12.755 in2 Fv:Allowable 285.00 psi 285.00 psi Bearing @ Supports Max.Left Reaction 3.06 k Bearing Length Req'd 1.166 in Max.Right Reaction 3.06 k Bearing Length Req'd 1.166 in ^Et r 2�\ 2L2 kAPS� ' 4212 Title: Job# Dsgnr: Date: 8:26PM, 1 NOV 07 Description ' Scope: Rev: 510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 General Timber Beam Page 1 (c)1983-99 ENERCALC 02007 jobs\konstant archltecture\07581 358 Description Barn -2nd Floor Framing (21­12) General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2-2x8 Center Span 2.67 ft .. .. .Lu 2.67 ft ' Beam Width 3.000 in Left Cantilever ft .. .. .Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft . .Lu 0.00 ft Member Type Sawn Spruce-Pine-Fir,No. 1/No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.000 Fv Allow 70.0 psi Beam End Fixity Pin-Pin Fc Allow 425.0 psi E 1,400.0 ksi Full Lengh Uniform Loads ' Center DL 110.00#/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Point Loads Dead Load 651.0lbs Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ' distance 1.333 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=2.67ft,Beam Width=3.000in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.401 : 1 Maximum Moment 0.5 k-ft Maximum Shear* 1.5 o.s k Allowable 2.3 k-ft Allowable 1.5 k Max.Positive Moment 0.53 k-ft at 1.333 ft Shear: @ Left 0.47 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.47 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.006 in Max. M allow 2.29 Reactions... @ Right 0.000 in fb 242.77 psi fv 28.04 psi Left DL 0.47 k Max 0.47 k Fb 1,044.80 psi Fv 70.00 psi Right DL 0.47 k Max 0.47k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.004 in -0.004 in Deflection 0.000 in 0.000 in ...Location 1.333 ft 1.333 ft ...Length/Deft 0.0 0.0 ...Length/Deft 7,491.6 7,491.57 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 Stress Calcs Bending Analysis Ck 32,440 Le 5,492 ft Sxx 26,281 in3 Area 21.750 in2 Cf 1.200 Rb 7.288 Cl 0.995 ' Max Moment Sxx Req'd Allowable fb @ Center 0.53 k-ft 6.11 in3 1,044.80 psi @ Left Support 0.00 k-ft 0.00 in3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.61 k 0.61 k Area Required 8.713 in2 8.707 in2 Fv:Allowable 70.00 psi 70.00 psi ' Bearing @ Supports Max.Left Reaction 0.47 k Bearing Length Req'd 0.370 in Max.Right Reaction 0.47 k Bearing Length Req'd 0.370 in �3 Title: Job# Dsgnr: Date: 8:26PM, 1 NOV 07 Description ' Scope Rev: 510300 User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 Steel Beam Design Page 1 ' (c)1983-99 ENERCALC \ O07 obs\konstant arch itectu re\07581 358 Description Barn -2nd Floor Framing (21_1) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : L4X3X5/16 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 9.00 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu: Unbraced Length 9.00 ft Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL 0.040 k/ft ' LL k/ft ST k/ft Start Location ft End Location ft Summa9L___j Beam OK Static Load Case Governs Stress Using:L4X3X5/16 section,Span=9.00ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=9.00ft,LDF=1.000 ' Actual Allowable Moment 0.477 k-ft 2.215 k-ft Max.Deflection -0.071 in fb:Bending Stress 7.772 ksi 21.545 ksi Length/DL Del 1,522.6 : 1 fb/Fb 0.361 :1 Length/(DL+LL Del) 1,522.E : 1 ' Shear 0.212 k 18.000 k fv:Shear Stres: 0.170 ksi 14.400 ksi fv/Fv 0.012 : 1 Force &Stress Summary «--These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only (a)Center (a)Center Cants Cants Max.M+ 0.48 k-ft 0.48 k-ft Max.M- k-ft Max.M @ Left k-ft Max. M @ Right k-ft Shear @ Left 0.21 k 0.21 k Shear @ Right 0.21 k 0.21 k Center Del. -0.071 in -0.071 0.000 -0.071 0.000 0.000 in 1 Left Cant Del 0,000 in 0,000 0,000 0,000 0.000 0.000 in Right Cant Del 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Del @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 0.21 0.21 0.21 k ' Reaction @ Rt 0.21 0.21 0.21 k Section Properties L4X3X5/16 Depth 4.000 in Weight 7.10#/ft r-xx 1.272 in Width 3.00Oin I-xx 3.38 in4 r-yy 0.889 in Leg Thick 0.313 in I-yy 1.65 in4 S-xx 1.234 in3 Area 2.09 in2 S-yy 0.736 in3 1 ' 9Z�► Title: Job# Dsgnr: Date: 8:26PM, 1 NOV 07 Description 1 Scope: Rev: 510300 User:KW-0603674,Ver 5.1.3,22-Jun-1999,Win32 Steel Beam Design PageJ358 t (c)1963-99 ENERCALC y:\2#007 jobs\konstant arch itecture\07581 Description Barn -2nd Floor Framing (21_2) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : L3.5X3.5X5/16 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 ' Center Span 2.67 ft Bm Wt.Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL&ST Act Together Right Cant 0.00 ft Lu:Unbraced Length 2.67 ft ' Trapezoidal Loads #1 DL @ Left LL @ Left ST @ Left k/ft Start ft DL @ Right 0.054 LL @ Right ST @ Right k/ft End 1.333 ft ' #2 DL @ Left 0.054 LL @ Left ST @ Left k/ft Start 1.333 ft DL @ Right LL @ Right ST @ Right k/ft End 2.667 ft Summary Beam OK ' Static Load Case Governs Stress Using:L3.5X3.5X5/16 section,Span=2.67ft, Fy=36.Oksi End Fixity= Pinned-Pinned,Lu=2.67ft,LDF=1.000 Actual Allowable Moment 0.038 k-ft 1.757 k-ft Max.Deflection -0.001 in fb:Bending Stress 0.471 ksi 21.600 ksi Length/DL Defl 47,951.3 : 1 fb/Fb 0.022 : 1 Length/(DL+LL Defl) 47,951.3 :1 Shear 0.045 k 15.750 k fv:Shear Stres: 0.042 ksi 14.400 ksi fv/Fv 0.003 :1 Force &Stress Summary <- These columns are Dead+Live Load placed as noted--» DL LL LL+ST LL LL+ST Maximum Only �a Center ()Center Cants Cants Max.M+ 0.04 k-ft 0.04 k-ft ' Max. M- k-ft Max.M @ Left k-ft Max.M @ Right k-ft Shear @ Left 0.05 k 0,05 k Shear @ Right 0.05 k 0.05 k Center Defl. -0.001 in -0.001 0.000 -0.001 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ' Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 0.05 0.05 0.05 k Reaction @ Rt 0,05 0,05 0.05 k iSection Properties L3.5X3.5X5/16 Depth 3.500 in Weight 7.10#/ft r-xx 1.083 in Width 3.500in I-xx 2.45 in4 r-yy 1.083 in Leg Thick 0.313 in I-yy 2.45 in4 S-xx 0.976 in3 Area 2.09 in2 S-yy 0.976 in3 1 j I i k-- 1 { V i { IBC i I I i i s POO— ! j IPAI !(` i 3 i 6 7 l { E i I f i f 's i i I i � I Ij I 9 ' � f { i t 1 I I S 1 , I 1 ! S } { i JJ I I I 1 I i � Y ' Title: Job# 9 2V Dsgnr: Date: 8:26PM, 1 NOV 07 Description Scope Rev: 510300 ' User:KW-0603874,Ver5.1.3,22-Jun-1999,Win32 Timber Column Design Page 1 :\2 (c)1983-99 ENERCALC y. 007 jobs\konstant architecture\07581 358 Description Barn-2nd Floor Framing Plan - (2)2x4 post General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 2-2x4 Total Column Height 10.00 ft Le XX for Axial . 9.00 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 9.00 ft Column Depth 3.50 in Fc 1,150.00 psi Lu XX for Bending 9.00 ft Width 3.00 in Fb 875.00 psi Sawn E-Elastic Modulus 1,400 ksi ' Loads Spruce-Pine-Fir,No. 1/No.2 Dead Load Live Load Short Term Load ' Axial Load 3,200.00lbs 0.00 Ibs 0.00 Ibs Eccentricity 0.000in Summary Column OK ' Using : 2-2x4, Width= 3.00in, Depth= 3.50in, Total Column Ht= 10.00ft DL+LL DL+LL+ST DL+ST ' fc:Compression 304.76 psi 304.76 psi 304.76 psi Fc:Allowable 305.69 psi 305.69 psi 305.69 psi fbx :Flexural 0.00 psi 0.00 psi 0.00 psi F'bx:Allowable 1,304.47 psi 1,304.47 psi 1,304.47 psi Interaction Value 0.9970 0.9970 0.9970 ' Stress Details Fc:X-X 305.69 psi Max k*Lu/d 50.00 Fc:Y-Y 305.69 psi Actual k*Lu/d 23.41 F'c:Allowable 305.69 psi Min.Allow k*Lu/d 11.00 ' F'c:Allow*Load Dur Factor 305.69 psi Cf:Bending 1.500 F'bx 1,304.47 psi Rb:(Le d/bA2)A.5 8.791 F'bx*Load Duration Factor 1,304.47 psi Cf:Axial 1.150 ' Axial X-X k Lu/d 30.86 Axial Y-Y k Lu/d 36.00 t r-- Title: Job# 92, Dsgnr: Date: 8:26PM, 1 NOV 07 Description Scope: Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Wh32 Timber Column Design Page 1 (o)1983-99 ENERCALC y:\2007lobs\konstant arch itecturek07581 358 Description Barn-2nd Floor Framing Plan - (3)2x4 post ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 3-2x4 Total Column Height 10.00 ft Le XX for Axial 9.00 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 9.00 ft Column Depth 3.50 in Fc 1,150.00 psi Lu XX for Bending 9.00 ft Width 4.50 in Fb 875.00 psi Sawn E-Elastic Modulus 1,400 ksi ' Spruce-Pine-Fir,No. 1/No.2 Loads Dead Load Live Load Short Term Load ' Axial Load 6,250.00lbs 0.00 Ibs 0.00 Ibs Eccentricity 0.000in Summa ff---i IColumn OK ' Using : 3-2x4, Width=4.50in, Depth= 3.50in, Total Column Ht= 10.00ft DL+LL DL+LL+ST DL+ST ' fc:Compression 396.83 psi 396.83 psi 396.83 psi Fc:Allowable 398.77 psi 398.77 psi 398.77 psi fbx :Flexural 0.00 psi 0.00 psi 0.00 psi ' F'bx:Allowable 875.00 psi 875.00 psi 875.00 psi Interaction Value 0.9951 0.9951 0.9951 Stress Details ' Fc:X-X 398.77 psi Max k*Lu/d 50.00 Fc:Y-Y 398.77 psi Actual k*Lu/d 23.41 F'c:Allowable 398.77 psi Min.Allow k*Lu/d 11.00 ' F'c:Allow*Load Dur Factor 398.77 psi Cf:Bending 1.000 F'bx 875.00 psi Rb:(Le d/bA2)A.5 5.861 F'bx*Load Duration Factor 875.00 psi Cf:Axial 1.000 ' Axial X-X k Lu/d 30.86 Axial Y-Y k Lu/d 24.00 1 QZ$ Title: Job# Dsgnr: Date: 8:26PM, 1 NOV 07 Description Scope: Rev:510300 User:KW-0603874,Ver 5.1.3,22-Jun-1999,Win32 Timber Column Design Page 1 1 (c)1983-99 ENERCALC y:\2007 jobs\konstant arch itecture\07581 358 Description Barn-2nd Floor Framing Plan -4x6 post ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 4x6 Total Column Height 10.00 ft Le XX for Axial 9.00 ft 1 Rectangular Column Load Duration Factor 1.00 Le YY for Axial 9.00 ft Column Depth 5.50 in Fc 1,150.00 psi Lu XX for Bending 9.00 ft Width 3.50 in Fb 875.00 psi Sawn E-Elastic Modulus 1,400 ksi 1 Spruce-Pine-Fir,No. 1/No.2 Loads Dead Load Live Load Short Term Load 1 Axial Load 7,750.00lbs 0.00 Ibs 0.00 Ibs Eccentricity 0.000in Summary Column OK 1 Using : 4x6, Width= 3.50in, Depth= 5.50in, Total Column Ht= 10.00ft DL+LL DL+LL+ST DL+ST 1 fc:Compression 402.60 psi 402.60 psi 402.60 psi Fc:Allowable 403.34 psi 403.34 psi 403.34 psi fbx :Flexural 0.00 psi 0.00 psi 0.00 psi 1 F'bx:Allowable 1,129.33 psi 1,129.33 psi 1,129.33 psi Interaction Value 0.9982 0.9982 0.9982 stress Details 1 Fc:X-X 403.34 psi Max k*Lu/d 50.00 Fc:Y-Y 403.34 psi Actual k*Lu/d 23.41 F'c:Allowable 403.34 psi Min.Allow k*Lu/d 11.00 1 F'c:Allow*Load Dur Factor 403.34 psi Cf:Bending 1.300 F'bx 1,129.33 psi Rb:(Le d/bA2)A.5 9.446 F'bx*Load Duration Factor 1,129.33 psi Cf:Axial 1.100 Axial X-X k Lu/d 19.64 ' Axial Y-Y k Lu/d 30.86 1 Ll s. 1 r' 1 1 � i r . f If I i i i 1 ' t i � 1 , 7 t , Vol' t v I Vak r EA 1 Oz i L..+-mow •iR�^.�� �'Y'4 -4':: �a.r,;t::s�.,., .?>';..��.,�� �ff f i t { 1 � ' i s 1 I f r 4 � I 2 r { t t i j i 4 t � I �\ � rp I f ` i t 'r a I f i f i f £ r � 3 � 4 t @ 1 I i r � ! r r � 4 r i E � 1 rw r E 9 `-71 a f ! 1 r � 4 , 4a I � ! ' 1 � r rI ' i � f f s PANELASD STRUCTURAL-USE i Q33 Table 4.1A Recommended Shear (Pounds Per Foot) For Structural-Use Panel Shear Walls with Framing of Douglas fir-Larch or Southern Pinea For -Wind Loading Onlyb WIND LOADING ONLY Panels Applied Over Panels A Plied Direct to Framing 1/2 in.or 5/8 in.Gvpsum Sheathing ' Minimum Minimum Nail Nail Size Nail Spacing at Nail Size Nail Spacing at Nominal Panel Penetration (common or Panel Edges in.) (common or Panel Edges in. Panel Grade Thickness(in.) in Framing(in.) Galvanized box) 6 1 4 3 2` Galvanized box) 6 4 1 3 2` 5/16 1-1/4 6d 280 420 545 715 8d 280 420 1 545 715 3/8 320 505 645 855 Structural 7/16 1-1/2 8d 355d 555d 705d 940d 10d 390 600 770' 1020 ` grades 15/32 390 600 770 1020 15/32 1-5/8 10d 480 715 930 1220 Sheathing, 5/16 or 1/4` 250 270 490 630 250 380 490 630 Plywood 3/8 1-1/4 6d 280 420 545 715 8d 280 420 545 715 N Siding' 3/8 310 450 575 740 = and other 7/16 1-1/2 8d 335d d 630d 820d 10d 365 530 685f 895 R) structural-use 15/32 53 685 895 panel grades 15/32 4 645 840 1080 19/32 1-5/8 10d 475 715 930r 1220Plywoo a Sidings d Nail Size Nail Size r and other (galvanized casin (galvanized casin N sructural-use 5/16` 1-1/4 6d 1 195 1 295 385 505 8d 1951 295 1 385 505 panel grades 3/8 1-1/2 8d 1 225 1 335 1 435 1 575 10d 1 2251 335 1 435 575 a For framing of other species:(1)Find specific gravity for species of lumber ` Framing at adjoining panel edges shall be 3-in.nominal or wider,and in the ANSI/AF&PA National Design Specification for Wood Construction. nails shall be staggered where nails are spaced 2 in.o.c. (2)(a)For common or galvanized box nails,find shear value from table r Framing at adjoining panel edges shall be 3-in.nominal or wider,and above for nail size for STRUCTURAL I panels(regardless of actual grade). nails shall be staggered where 10d nails having penetration into framing (b)For galvanized casing nails,take shear value directly from table above. of more than 1-5/8 in.are spaced 3 in.o.c. (3)Multiply this value by 0.82 for species with specific gravity of 0.42 or ' Values apply to all-veneer plywood Siding panels only.Other Plywood greater,or 0.65 for all other species. Siding panels may also qualify on a proprietary basis.Plywood.Siding 16 b All panel edges backed with 2-in.nominal or wider framing.Install panels o.c.plywood may be 11/32-in.,3/8-in.or thicker.Thickness at point of either horizontally or vertically.Space nails maximum 6 inches o.c.along nailing on panel edges governs shear values. intermediate framing members for 3/8-in.and 7/16-in.panels installed on studs spaced 24 in.o.c.For other conditions and panel thickness,space Notes: nails maximum 12 in.o.c.on intermediate supports. The recommended shears presented in Table 4.1A are based on the 3/8-in.or Plywood Siding 16 o.c.is minimum recommended when historically used design stresses for shear walls which are listed in Table applied direct to framing as exterior siding. 4.1B multiplied by 1.4.Some building codes have provided for this d Shears may be increased to values shown for 15/32-in.sheathing with increase due to the better understanding of wind loading.The designer same nailing provided(1)studs are spaced a maximum of 16 in.o.c.,or should confirm that the increase is applicable under the local code. (2)if panels are applied with long dimension across studs. Load Framing _ I Shear wall boundary Blocking,all Blocking,all paneledges pan ledges � ¢e5 tiwt Y 4 # `t T y 4 Foundation resistance APA—The Engineered Wood Association i 93r HDAMOHoldowns '` ® These products are available with additional corrosion protection.Additional products #, on this page may also be available with this option,check with Simpson for details. Material Dimensions Fasteners ' Model Stud No. Base Body HB° SB W H B SO Anchor Machine Bolts Ga Ga Dia 6 Qty. Dia. ' HD2A 7 12 49/,a 2'h 23/4 8 29/w 3/e 17/16 % 2 % ® HD5A 3 10 5'/4 3 3Ye 97/ie 39/ie 1/223/is 5/82 3/4 HD6A % 7 63/ie 3'/2 3'/a 11Yis 3r/ie 9/ie 2'/e '/5 2 7/8 j a ® HD8A % 7 63/,e 31h 31/4 149/16 37/1e 9/1e 2Y,6 7/e 3 7/e Y HD10A % 7 63/e 31h 314 18'/1e 37/s 9/16 2Y1e 7/e 4 7/e ca HD14A % 3 7 4 3'/2 209/1a 3% % 23/1e 1 4 1 HD15 I % 3 7 4 3Yx 24Yz 47/,s 3% 21/a 1'/4 5 1 .' See notes below ' tn L r Allowable Tension Loads Holdown9 Haldown014 AllawabIOf I sfooadysj� 7 �flF P(a3/i�o SPF/HF(133/160) , Deflection Deflection Model ; vJ �.;�.+ ^t at Highest at Highest Code No. 4` Wbod Nlerbet fit olin 15s Wood Member Thickness Allowable Allowable Ref. = a , i + Design Load Design Load 1Yz 1z343 y j3r ��A1�Z:-.. 5fz a 11� 1 2'F� 3 33� 4'F: 53z Flush Raised ® HD2A 1555 2055 2565 2775 2775 2775 2760 1320 1740 2165 2570 2565 2565 2550 0.058 0.077 ® HD5A 1870 2485 3095 3705 4010 4010 3980 1585 2110 2625 3130 3645 3700 3680 0.067 0.117 ' HD6A 2275 ;29�03685 , � 05 105' 460' 5510 1870 2470 3065 3680 4280 5055 5020 0.041 0.125 HD8A 3220 `4350 ti515 ,� '746D. 8065 791p 2710 3655 4530 6350 7470 7330 0.111 0.121 40 105, S 122 HD10A 3945 ;5540, 935` �83 � 9540 10235,` 9900 3275 4600 5745 7045 8160 9500 9195 0.269 0.269 i HD14A — — — — 11080 13645 13380 — — — — 9495 11950 12485 0.215 0.282 HD15 — — — — — 16345 15305 — — — — — 14355 1 13810 0.082 1 0.082 1.Allowable loads have been increased for earthquake or wind load durations with 9.Deflection at Highest Allowable Design Load: nisi no further increase allowed;reduce where other load durations govern. The deflection of a holdown measured between the anchor bolt and the strap' portion 2.HD15 requires a minimum 4x8(in a 31h'wide shearwall)or a 6x6 nominal post of the holdown when loaded to the highest allowable load listed in the catalog table. to ensure the tension load carrying capacity of the critical net section meets the This movement is strictly due to the holdown deformation under a static load test 1`f holdown capacity. conducted on a steel jig.All other sources of deflection shall be in addition. 1. ' 3.Use a minimum 46 nominal post for the HD14A.Minimum post size is 10.When using structural composite lumber columns,bolts must be applied to the � required to ensure the tension load carrying capacity of the critical net section wide face of the column. meets the holdown capacity. 11.The Designer shall reduce the allowable loads shown per NDS requirements t 4.HB is the required minimum distance from the end of the stud to the center of the when bolt threads are in the shear plane. I first stud bolt hole.End distance may be increased as necessary for installation. r, 12.HDA and HD allowable loads are based on the lower of the 2001 NDS fastener i 5.The designer must specify anchor bolt type,length and embedment. values or the ultimate load on a steel test'i divided b See SSTB Anchor Bolts(page 33-34)and Additional Anchor Designs(page 34): 19 y 2.5• 6.Refer to technical bulletin T-ANCHORSPEC for retrofit anchor solutions 13.Post design shall be by Designer. . (see page 199 for details). 14.Holdowns may be raised off sill plate.Refer to table for increased r 7.Lag bolts will not develop the listed loads. deflection values(if applicable).Refer to note q,page 14 for installation 8.See page 13-15 for testing and other important information. instructions of raised holdowns. w I j!� tl i a�9 1. Bolt slip can occur at holdown stud bolts. 2. Increased bolt slip can occur if oversized holes are drilled through the g stud for holdown stud bolts(oversized holes are when the hole diameter is greater than the bolt diameter plus%e"per 2001 NDS 11.1.2). 1 2 i 3. When a holdown is installed on only one side of the stud,an eccentricity BP's are required by 1 exists during loading which can cause more movement in the shearwali 3 the City of Los Angeles. j system. BEARING Check with your local V 4 5 PLATES building code on usage. 4. Unrestrained anchor bolt nuts can spin loose during cyclic loading; using1.23 steel nylon locking nuts or thread adhesive may prevent nuts in. 6 7 requires es aon metal plat y g y p ;�i'' . STUD requires a metal plate, 5. Movement can occur when nuts are not tightened enough. ` metal strap,or minimum ;p Retightening bolts before covering wall may prevent this. S Pr 10 of standard cut washer.) 6. Deflection can occur in the holdown under load caused by stresses due to earthquake or high wind. SILL 7. Lateral displacement at the top of the wall rotates the stud around its PLATE base causing the holdown base plate to displace vertically. 8. Wood shrinkage can occur due to drying of the sill plate,rim joist, .77 ° and/or top plate;nuts may require retightening. . —FOUNDATION ' 9. Uplift forces on the bolts can cause localized wood crushing at bolt o HOEDOWN bearing locations.Using larger bearing plates may prevent this. y 10.Wood at the end of the studs(sill plates,rim joists,etc.)may crush ° . ANCHOR Ij under normal dead and live loading;additional compressive forces due to overturning during earthquake and high wind loads add to ' the deflection. QQ2 and©do not apply to the PHD and HDQ. 39