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20080114141247.pdf117, 1890 CITY OF EDMONDS 121 STH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.ci.edmondsma.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering January 14, 2008 Mr. John Taylor, AIA TGBA Architects 2191176"' Avenue West, Suite 210 Edmonds, Washington 98026 RE: Alternate Design Request/Arbor Villa Carports/Heavy Timber Permit Application #: 2007-0043, 2007-0044, 2007-0045, 2007-0046 Site Address: 7503 and 7505 212th Street SW, Edmonds Dear Mr. Taylor, GARY HAAKENSON MAYOR The City is in receipt of your request for Alternate Design per IBC 104.11 dated January 14, 2008 for the Arbor Villa Carports located at 7503 & 7505 212th Street Southwest, for acceptance of heavy timber Glu -Lam columns and beams as equivalent for Type VA construction. In reviewing the request, it is noted that the calculations for fire resistive construction by Greg Guillen, P.E. were provided in accordance with the provisions of AITC TECHNICAL NOTE 7 (Calculation of Fire Resistance of Glued Laminated Timbers — 1996) to justify the fire resistance rating of the proposed columns and beams to meet 1 -hour. The plans also show the metal connectors to be protected with 2x lumber per one method in AITC TECHNICAL NOTE 7. The request is hereby Approved with the following provisions: • Construction of the carports shall be per the approved plans of the project, • Column to beam connections shall be protected per the approved plans and AITC TECHNICAL NOTE 7 and, • Roof construction shall be 1 -hour fire resistive construction and be compliant to GA File No. RC 2601 per the approved plans. Sincerely, Jeannine L. Graf Building Official, C.B.O. • Incorporated August 11, 1890 • Sister City - Hekinan, Japan JAN .14 2000 January14, 2008 City of Edmonds, Building Division 121 5th Ave No. Edmonds, WA 98020 Re: Alternate Design Letter for City of Edmonds Plan Check #2007-0043, 2007-0044, 2007-0045, 2007-0046 Project: Arbor Villa Carports Project Address: 7503 & 7505 212th Street SW Dear Sir or Madam, This letter is to formally request the City of Edmonds to accept my request for an Alternate Design for the Arbor Villa Carport project. The reasoning behind the alternate design is mainly a fire rating issue. The carports were originally designed as a metal structure, but with the proximity to the existing buildings on the site this required us to fire rate the metal. In researching the fire proofing for exterior conditions we discovered that there were not many options. The option that made most cost effective and aesthetic sense is to use Heavy Timber Construction. Heavy Timber Construction is not typically allowed under the Type -VA (One -Hour) construction type although the American Institute of Timber Construction has proven that certain sizes of timbers offer a One -Hour fire protection for Columns and Beams. Our proposal is to use Beams and Columns that have been proven by AITC to maintain structural integrity while being exposed to fire for a minimum of 60 minutes. The roof construction shall be constructed using the GA FILE NO. RC 2601 for a One -Hour Roof/Ceiling Assembly. With the Columns, Beams and Roof Assembly being constructed of proven One -Hour assemblies I feel this design is equivalent to a Type -VA (One Hour) and therefore should be accepted as an Alternate Design per IBC 104.11. Sincerely, n Taylor t 425.778.1530 21911 76th Ave W, Suite 210 Incorporated in the State of Washington taylor gregory butterfield architects f 425.774.7803 Edmonds WA 98026 www.tgbarchitects.com FOR Arbor Villa Carport 7503212 th Street S.W. Edmonds, WA 98026 G G Ti "p 25385 9 �ISTEgrc. �t�� j (� StaI�tAL �11a� � V EXPIRES 91510 CG Engineering Project No. 07269. 10 January 10th 2007 = -a 4r��- ENGINEERING 250 4ch Avenue S, -Suite 200 Edmonds, WA 98020 (425) 778-8500 JAN 10 2008 :"..,� • pis �.v:. � a�. �Jvi iprSUl� �: T DG f bAl faf� AAM CoArgi �? f P :. SC�S� f C ( V/ w7' Eel /14/o OA1 m Fire . Fid twtY ft UT. vF S(-7(1111( 6 rl-g C.-4- € F196 !fi?� IC 1a1 f.v�2 13 Y Hala LrAt� OLG�z In / �,% St wt, LO /SLS '!36APNv)1-7Z- Sw(-& &UGWAl- 06C b4V orJLy. Pri `�l CAPher Urt!!} &�? ' SCr S t iC Lf ^� 6 , UNI A M- Snlac CdN mOL"f JN D6--sf,&"l OF S' v�Ijst✓ wv,i 100 Uri C PANO ��� � cm C��w � G�ll�ll � !IM-�,, (,OV6 LAi (AJ LOA -t C)v&W.�t I G1 1S Vc�' Vlv "':/'q i7 .. .. t1P€ 5(S IAN4f P : A I Tc tom{. No rr-- 7-' GrannS = L ��f .. Wq,r1 6 = . 7 , Z 1.Z . z.i i�b W O-CarAs LQ s 9a (,MIJ (se( kAm Description ENGINEERING 2504th Ave. South Suite 200 Project wg 0 IZ V I Edmonds, WA 98020 By Date r Ie Checked Date I I Scale rs Sheet No. Job N-72414 o.r A �'f 0i 4 4 1 I AITC TECHNICAL NOTE 7 CALCULATION OF FIRE RESISTANCE OF GLUED LAMINATED TIMBERS September 1984 (Updated January 1996) American Institute of Timber Construction 7012 S. Revere Parkway Suite 140 Englewood, CO 80112 [ ip FULL 16 Ply Phone 303-792-9559 • Fax 303-792-0669 *Email: ;_ E • WebsiterY Model building codes have traditionally permitted heavy timber buildings to have at least the same allowable floor areas and heights as one-hour protected non-combustible construction. In most instances, one-hour fire resistive construction is not necessary when glued laminated structural members of heavy timber sizes are used. Designers are encouraged to investigate whether glued laminated members are required by the building code to have fire resistance ratings. This Technical Note will assist designers in achieving one-hour fire resistance ratings for exposed glued laminated members where required. One-hour fire ratings for exposed (not wrapped with protective materials) glued laminated timbers can be calculated by the method shown here. This procedure is recognized by the model building codes only to determine a "ONE-HOUR" rating, and does not allow for higher ratings. EQUATIONS FOR ©ETERMING FIRE RESISTANCE The equations for calculating fire resistance, t, in minutes for beams and columns/compression members are based on a minimum nominal dimension of 6 in_ and are as follows: Beams For beams which may be exposed to fire on four sides, t = 2.54Zb14- ab) I (Eq 1) For beams which may be exposed to fire on three sides, t = 2.54Zb4 - (b)] (Eq. 2) d where b = width of a beam, in., d = depth of a beam, in., Z = dimensionless load factor from Figure 1. Columns & Compression Members For columns and compression members which may be exposed to fire on four sides, t = 2.542d13 - b (Eq_ 3) b For columns and compression members which may be l exposed to fire on three sides, t = 2.54Zd �3 - l d j (Eq_ 4) where b =larger dimension of column or compression member, in., j 1.60 1.50 1.40 N O m 1.30 1.20 1.00 40 RITC Technical Note 7 Z, Load Factor 50 60 70 80 90 100 110 I Ratio of Design Load to Member Capacity, % � FIGURE I Columns Members 1-1d less 8 Compression than or equal 11 I i i i i )Gum N All Seams, Columns & Compression Members laid greater than 11 50 60 70 80 90 100 110 I Ratio of Design Load to Member Capacity, % � FIGURE I FITC' TE CaRNICAL NOTE. 7 CALCULATION OF FIRE RESISTANCE OF GLUED LAMINATED TIMBERS September 1984 (Updated January 1996) American Institute of Timber Construction 7012 S. Revere Parkway Suite 140 Englewood, CO 80112 Phone 303-792-9559 • Fax 303-792-0669 .Email: info(a)aitc-glulam.orcg • Website: www.aitc-glularn.org Model building codes have traditionally permitted heavy timber buildings to have at least the same allowable floor areas and heights as one-hour protected non-combustible construction. In most instances, one-hour fire resistive construction is not necessary when glued laminated structural members of heavy timber sizes are used. Designers are encouraged to investigate whether glued laminated members are required by the building code to have fire resistance ratings. This Technical Note will assist designers in achieving one-hour fire resistance ratings for exposed glued laminated members where required. One-hour fire ratings for exposed (not wrapped with protective materials) glued laminated timbers can be calculated by the method shown here. This procedure is recognized by the model building codes only to determine a "ONE-HOUR" rating, and does not allow for higher ratings. EQUATIONS FOR DETERMING FIRE RESISTANCE The equations for calculating fire resistance, t, in minutes for beams and columns/compression members are based on a minimum nominal dimension of 6 in. and are as follows: Beams For beams which may be exposed to fire on four sides, t = 2.54Zb L4-(.2b)] (Eq. 1) For beams which may be exposed to fire on three sides, t = 2.54ZbL4 — (d) J (Eq. 2) where b = width of a beam, in., d = depth of a beam, in., Z = dimensionless load factor from Figure 1. Columns & Compression Members For columns and compression members which may be r l exposed to fire on four sides, t = 2.54Zd C3 — Cb 1J (Eq. 3) For columns and compression members which may be r }l exposed to fire on three sides, t = 2.54Zd C3 — (2b IJ (Eq. 4) where b = larger dimension of column or compression member, in., 1 AITC Technical Note 7 d = smaller dimension of a column or compression member, in., Z = dimensionless load factor from Figure 1. Svmbols used in Fiaures 1 & 2: le = Ke [,, = the effective length of a column or compression member, lu = unsupported length of column or compression member (between points of lateral bracing), in., Ke = effective buckling length factors from Figure 2. The fire resistance only qualifies as one-hour if the calculated fire resistance time equals or exceeds 60 minutes. Glued laminated timber standard sizes for 6 inch nominal widths are 5 inches and 5-118 inches for Southern Pine, and 5- 118 inches for Western Species. See AITC 113, Standard for Dimension of Structural Glued Laminated Timber, for the complete listing of standard sizes. Graphs 1 through 6 of this Technical Note have been prepared for use when a one-hour rating is required. These graphs show the member size required for a one-hour fire rating based on the ratio of design load to member capacity, expressed as a percentage. BEAMS Three Sides Exposed to Fire In most cases, beams have only three sides exposed to fire. A beam 6-314 in. wide and 13-112 in, deep or larger can support its full capacity (design load = beam capacity) for one hour when exposed to fire. Also, a 8-314 in. wide beam with a depth of 7-112 in. or larger will support 100% of its capacity for one hour when exposed to fire. Graph 1 shows that a 5-118 in. x 11-318 in. beam designed for 50% of its capacity has a fire resistance rating of one hour. For deeper beams of 5-118 in. width, the graph indicates only minor increases in fire resistance. Thus, the 5-118 in. wide beam may be inefficient for one-hour fire resistance. The 6-314 in. width is the preferred size to use in most cases. Four Sides Exposed to Fire For applications where beams have four sides exposed to fire, use Graph 2. Nominal 8 inch wide beams are the preferred size. A 6-314 in. x 27 in. deep beam designed for 100% of its capacity qualifies for a one-hour fire resistance. When a shallower beam is required, the nominal 10 inch width should be considered. An 8-314 in. x 13-112 in. or deeper beam can support 100% of capacity and provide a fire resistance of one hour. Note that this graph is based on the beam being laterally supported so that the capacity is not reduced by lateral instability, but the top surface is exposed. Tension Laminations for Beams The outer tension lamination is the most critical part of a glued laminated timber beam. Yet, when it is directly exposed to a fire, it will be almost completely consumed at the end of one hour. For this reason, an extra tension lamination is required for all bending combinations to achieve one-hour fire resistance. This is accomplished by adding an extra outer tension lamination and removing one of the core laminations. (Note: The extra tension lamination is not required for columns and arches.) 2 AITC Technical Note 7 COLUMNS AND COMPRESSION MEMBERS The performance of columns and compression members under fire conditions is influenced by the effective length to depth ratio as well as by the number of sides exposed to fire. The effective length of a column or compression member le is determined as follows: le Ka lu where Ke = factor from Figure 2 for end support conditions, 1„ = length of the column or compression member between points of lateral bracing or support. Three Sides Exposed to Fire The equation for columns and compression members exposed to fire on 3 sides applies when the unexposed face is the smaller dimension. Where the column or compression member is partially recessed in a wall, the full size shall be used for the purpose of calculations. Columns or compression members with an leld greater than 11. Graph 3 shows the sizes required to achieve a fire resistance rating of one hour based on the percentage of capacity when three sides are exposed to fire. The sizes shown in Graph 3 may also be used in arch design. Columns or compression members with an l jd less than or equal to 11. Graph 6 shows the sizes required to achieve a fire resistance rating of one hour based on the percentage of capacity when three sides are exposed to fire. An 8-314 in. x 7-314 in. or larger column or compression member with an leld of less than or equal to 11, can support 100% of capacity and provide a fire resistance of one hour. Four Sides Exposed to Fire Columns or compression members with an l jd greater than 11. Graph 4 shows the sizes required to achieve a fire resistance rating of one hour based on the percentage of capacity when four sides are exposed to fire. Smaller sizes are also shown for use with arch design. Columns or compression members with an leld less than or equal to 11. Graph 5 shows the sizes required to achieve a fire resistance rating of one hour based on the percentage of capacity when four sides are exposed to fire for Idd less than or equal to 11. Note that a 10-314 in. X 10-112 in. or larger column or compression member can support 100% of capacity when four sides are exposed to fire. ARCHES A conservative solution can be obtained by using the following procedure: 1. Assume the arch is a compression member. 2. Use the lefd of the cross section(s) being analyzed to determine the appropriate graph. 3. Use the sizes and percentages of capacity at several points along the arch leg to determine the fire rating. CONNECTIONS AND FASTENINGS The supports and fastenings for one-hour rated members must also be capable of resisting a fire for one hour. See the details in Figures 3 through 8 for connections and fastenings. SPECIFICATION The designer should specify when a glued laminated timber member is required to have a one-hour fire rating. 3 AITC Technical Note 7 EXAMPLES Beams Determine the size of a Southern Pine glued laminated timber for the following conditions: One-hour fire rating is required. Simple span beam supported on columns and exposed to fire on three sides. Use Eq. 2. Span = 40 ft. Spacing = 20 ft. Design Dead Load = 15 psf. Live Load = 20 psf reduced to 12 psf by code reduction for tributary area. The beam is laterally braced continuously along the top by roof framing and sheathing. Glued laminated timber to be combination 24F -V3, Southern Pine. Tabular design values are: Fbx = 2400 psi; F„ = 240 psi; E = 1,800,000 psi. Load duration factor: Co = 1.25 (not for snow loads). Analyze bending stresses. Adjusted design value for bending: Fb; = 2400 (1.25) = 3000 psi. M = wL218 = 540(40)2(12)18 = 1,296,000 in. -Ib Try Cv=0.90. Section Modulus required = Sx = M 1,296,000 = 480 in,' Fbx•Cv (3000)(0.90) A 5-118 in. x 24-314 in. beam provides an Sx = 523.2 in.3 Calculate Cv using an exponent of 1120 for Southern Pine. Cv = 0.934. Section Modulus := M 1,296,000 3 Sx = W = 462.5 in. < 523.2 in. 3 Fbxk Cv (3000)(0.934) Percentage of design load to capacity of beam = 462.515232 = 88.4% From Figure 1, based on 88.4%, Z = 1.04. t = 2.54 (1.04)(5.125)[4-(5.125124.75)] = 51.3 minutes. This does not meet a one-hour rating, therefore an increase in size is required. Graph 1 shows that for 5-118 inch width beams, there is very little benefit for increased depths. However, increased beams widths significantly increase fire resistance. Try a 6-314 in. x 20-518 in. beam that provides Sx = 478.6 in.3 and Cv = 0.930. M Section Modulus = SX = FbX; C v 1,296,000 464.5 in. 3< 478.6 in.3 (3000)(0.930) The percentage of design load to capacity of beam equals 464.51478.6, or 97.1 %. From Figure 1, based on 97.1 %, Z = 1.01. t = 2.54(1.01)(6.75)[4-(6.75120.625)] = 63.6 minutes. This qualifies as one-hour fire -resistive. (Note: When four sides are exposed to fire as shown in Graph 2, an 8-314 in. wide beam should be considered in addition to the 6-314 in. wide beam.) The percentage of load should be applied to shear as well as bending. If the percentage of design load for shear exceeds the percentage for bending, the member should be resized to meet the shear requirement. Design shear load = 540[40 - 2(20.625112)]12 = 9870 Ib E AITC Technical Note 7 2bdFv 2(6.75)(20.625)(300) Beam shear capacity = V = - = 27,840 Ib 3 3 9870 Design shear load/beam shear capacity = 27840 = 35.5% < 97.1%; therefore bending controls. Use a 6-314 in. x 20-518 in. beam with additional tension lamination. Columns Determine the size of a Douglas Fir - Larch glued laminated column for the following conditions: Length = 20 ft. Loaded concentrically, creating axial compression. Dead Load plus Snow Load = 100,000 Ib Four sides are exposed to fire. From Figure 2, the buckling mode in the fourth column is typically used for wood columns (rotation free, translation fixed both top and bottom). The effective length of the column le = Ke le = (1.00)(20) = 20 ft (12) = 240 in. Using Combination 2, Douglas Fir - Larch, F. = 1900 psi, E = 1,700,000 psi. Fc* _ (1,900)(1.15) = 2,185 psi; E' =:E = 1,700,000 psi. Try a 10-314 in. x 12 in. column, A = 129.0 in.2 I dd = 240 = 22.33 > 11 10.75 c=0.9, KrE=0.418 Fr _ cE =1426 psi (le 1 d)2 F,E 1 Fc,* = 1426/2185 = 0.653 _ 2 1 + (FeE 1 Fc } 1+(F Gs /F FcE /F CP = 2c - 2c c CP = 0.575 F,;'= F,* CP = 2185(0.575) = 1256 psi. P = AF,'_ (129)(1,256) = 162,024 Ib Percentage of design load to capacity of column equals 100,0001162,024, or 61.7%. From Figure 1, based on 61.7%, Z = 1.20 (rounded to the nearest O.01). t = 2.54(1.20)(10.75)[3-(10.75112)] = 68.9 minutes. Therefore, O.K. From Graph 4, for Ie/d > 11, a 10-314 in. x 12 in. column can support 86% of the design load. P = (162,024)(0.86) = 139,341 > 100,000 Ib. Therefore, it is permissible to use the 10-314 in. x 12 in. column. Arches Determine the fire resistance of a Tudor arch with four sides exposed to fire. The critical section of the arch is 6-314 in. wide and 20 in. deep. The arch leg is 10 ft and is not laterally braced. For combination 24F -V3, Southern Pine glued laminated timber arch, the design values are: F. = 1700 psi; Fbx = 2400 psi; Fey = 1600 psi; Ex = 1,800,000 psi; Ey = 1,600,000 psi. The controlling load combination is Dead Load plus Construction Live Load (Co = 1.25). The equation for combined bending (about the x -x axis) and axial compression (see page 5-273 of the AITC Timber Construction Manual, 4th Edition) is: 5 AITC Technical Note 7 fc + fhx < 1.0 Fc Fbx This calculation gives a design load stress ratio equal to 0.745 (74.5%). Determine whether the arch at this section has a one-hour fire rating. The l jd ratio at this cross section = 10(12)16.75 = 17.78 >11, therefore Eq. 3 and Graph 4 apply. From Graph 4, the ratio of design load to member capacity for a 6-314 in. x 20 in. compression member (leld > 11) is less than 50%, which is less than 74.5%; therefore, a larger section is required. The most efficient method for this particular cross section is to increase the width to 8-314 in. However, if in reviewing the total arch design, as well as the proportion of widths to depths, it is decided that the width should remain at 6-314 in., the depth must be increased. Try the new size controlling cross section with a width of 6-314 in. and a depth of 24.675 in. This results in a design load stress ratio equal to 0.514 (51.4%). From Graph 4, the ratio of design load to capacity for a 6-314 in. x 24-314 in. compression member is 51.5%, which is greater than 51.4%. Therefore, this section achieves a one-hour rating. Other sections of the arch should be checked by the same procedure. To illustrate the use of Figure 1 and Eq. 4, check the fire resistance rating for the same arch cross section exposed to fire on three sides. Based on ratio of 51.4%, Z = 1.29 (from Figure 1). 6.75 t =2.54(1.29)(6.75)3 — 63.3 minutes > 60 minutes. Therefore, one hour rating. 2(24.75) — To illustrate the use of Graph 3, the ratio of the design load to member capacity for a 6-314 in. x 24-314 in. compression member equals 58.5%. Then from Figure 1, Z = 1.23. 6.75 t =2.54(1.23)(6.75) 3 - 60.4 minutes > 60 minutes. Therefore, one hour rating. 2(24.75) 1 REFERENCES 1. T.T. Lie, A Method for Assessing the Fire Resistance of Laminated Beams and Columns". National Research Council of Canada, Division of Building Research, DBR 718, Ottawa, Ontario, 1977 2. American Forest & Paper Association, ANSIINFoPA NDS -1991, National Design Specifcation For Wood Construction, Washington, DC, 1991 3. American Institute of Timber Construction, Timber Construction Manual, 4`h Edition, Englewood, CO, 1994 0 1.60 1.50 1.40 N w 1.20 1.10 Z, toad Factor _I TI —r T --_ -- J 71-- I +.. H I i - ..__II --- r I-_ ..Columns S Compression Members iol d less than or equal 11 I i i I I i t I i l TH E�II I I J J li i I 3I I I 1 li j� j I I i _EI J1 i. I 1 i All Seams, Columns & J , -- --- lCompression Members -` Eiold greater than 11 �I — I E 4-4i i'--- i — M -i l_ -J i ` j i I __ ? l._ . 1.00 ' s - 40 50 60 70 80 90 100 110 Ratio of Design toad to Member Capacity,% FIGURE 1 AITC Technical Note 7 7 AITC Technical Note 7 Effective Column Length for Various End Conditions' courtesy of American Forest & Paper Association FIGURE 2 93 tI f f I At k` fp f � ► f 4 Buckling modes i r 4 f + + Theoretical K, value 0.5 0.7 1.0 1.0 2.0 2.0 Recommended design K, when ideal conditions 0.85 0.80 1.2 1.0 . 2.1 2.4 approximated Rotation fixed, translation fixed End condition code Rotation free, translation fixed Rotation fixed, translation free q Rotation free, translation free courtesy of American Forest & Paper Association FIGURE 2 93 AITC Technical Note 7 PLAN VIEW 4# +! 1'A' MOD COVER.TYPICAL BC3TT . AND SIDES ELEVATION BEAM TO GIRDER - CONCEALED CONNECTION FIGURE 3 E ATTC Technical Note 7 WOOD CQUJMN ELEVATION COLUMN CONNECTION -- COVERED FIGURE 4 10 PROVIDE LATERAL SUPPORT FOR END OF BEAMS Y=DBEAM y it O I ,1 tr if It Ir Ir �I STANDARD STEEL1 CONNECTIONS -BOX IN USINO.V W000 TO PROTECT STEEL . WOOD CQUJMN ELEVATION COLUMN CONNECTION -- COVERED FIGURE 4 10 AITC Technical Note 7 PROVIDE LATERAL SUPPORT FOR END OF BEAM EXPOSED PORTION OF BEAM ` f j 2X BACKUP NAILER mil TO BOX IN AROUND BEAM 0 I EW FIRE -RATED O GYPSUM BOARD O COUJMN ENCLOSED WITHIN ONE-HOUR WALL. COLUMN MAY ALSO BE A CONCRETE OR MASONRY PILASTER, IN WHICH.CASE THE BEAM -TO - COLUMN CONNECTION WOULD BE BOXED N WITH 2 X 4'S AND W FIRE -RATED GYPSUM BOARD. ELEVATION BEAM -TO -COLUMN CONNECTION CONNECTION NOT EXPOSED TO FIRE FIGURE 5 PROVIDE L XMRAL SUPPORT FOR END OF BEAM VOOOD BEAM ;o o; FILLVOIDAROUND SEp&O;L� R _ APPROVED COMPOUND WOOD COWMN END VIEW ELEVATION BEAM -TO -COLUMN CONNECTION CONNECTION EXPOSED TO FIRE WHERE APPEARANCE IS A FACTOR FIGURE 6 11 AITC Technical Note 7 _A G PROVIDE LATERAL SUPPORT FOR END OF BEAM G:❖I�7T�Fl STEEL CONNECTION WELDED TO STEEL PLATE CAST IN TOP I O O t 'OFCONCRETE COLUMN r. 1 I7 1 �� al APPLY FIRE PROTECTIVE I� 1I COATING THAT IS ALLOWED 10 BYTHECODE'FOR ONE-HOUR RAPING OF STEEL ELEVATION BEAM -TO -COLUMN CONNECTION CONNECTION EXPOSED TO FIRE WHERE APPEARANCE IS NOT A FACTOR . FIGURE 7 SECTION CEILING: CONSTRUCTION FIGURE 8 IN 36 34 112 33 31 112 30 281/2 27 25 112 24 22 112 21 c 19 112 co d m 18 O 16112 Q1 15 131/2 12 101/2 9 7 112 6 4 112 3 1 112 0 AITC Technical Note 7 Glued Laminated Timber Beams Three Sides Exposed to Fire One Hour Rating 50 55 60 65 70 75 80 85 90 95 100 105 Ratio of Design Load to Beam Capacity, % GRAPH 1 13 # � 1�,1 �Ir `'!Ij 311 fi Ali Ilii I �[ ' _LI �� Jil II 1Ij}�i ILL— I_ � II i 1 -1118 in. 14! tl 1" j1li I I 11 1111 111 d ! ¢iEi dill I� _I` Iij I Il I �I- i (I IIIi 'I II(I 1;�1 ��i IIEI I II lir i�1_� it � III ii_ �I� I'll I��i IIt i�J 1 _ illi I •� � I�J_I 1� P � F_I 11� I _i _ II e I� _i _I II _i _ 3 III r_ �� i1� ? il�i �i__P l�iE! f_�_i i I ,Ij1 � iI,J ILII I I1 ilii I;II Ii I_Ili i i[! ` 1111 IIII I��� II11 _�I lI�I I,li i�il IIl Ii i Ilii INil- Idlt fsl I_l I'I �s�1 —; I 50 55 60 65 70 75 80 85 90 95 100 105 Ratio of Design Load to Beam Capacity, % GRAPH 1 13 AITC Technical Note 7 36 34112 33 31 112 30 281/2 27 251/2 24 221/2 21 191/2 d 18 0 116 112 0 15 13 112 12 101/2 9 71/2 6 41/2 3 1 112 0 Glued Laminated Timber Beams Four Sides Exposed to Fire One Hour Rating I!_� EE i I E f�?! i fill Cifi �iil iE� (Ili i i I ] I I I I I IM i 1 _I —I 1 i; I� I j_i11 11!j I ' i ' ] I I]_ i I_li �I Eli! II�_i III L�il i11_I il!� Ili �EI_i €i11 ! h [ I'•I± j' i� lii i ILII i I i I�] I�E� � ill s! ij i! 111 W_i_ ] i I]—�] 1 1 i] I I]]I E iL,�i�]1M!IIi _ Kq ,11i'�II,, I II i II] l I f i E_i I I '•. i I E I��E 1 1 ! _Li jl i i j j}11 �_] 't !] IE] f i SII i i ILII i I I E�! I I � .i iljE_►_i 3 � ��-] , � i lI -I I �-•_ � -I-lam ! � ��---•-� i II€ t I� �I ! �Itl lI l i lii3 Y��! iii i [� i I i i € i I f s 1 r — }} L jj i II I 50 55 60 65 70 75 80 85 90 95 100 105 Ratio of Design Load to Beam Capacity, % GRAPH 2 14 30 28 112 27 25 112 24 22 112 21 19 912 18 c 16 912 p 15 .y C d E 13112 f1 12 101/2 9 71/2 6 41/2 3 1 112 0 AYTC Technical Note 7 Columns & Compression Members field > 11 Three Sides Exposed to Fire One Hour Rating 50 55 60 65 70 75 80 85 90 95 100 105 Ratio of Design Load to Column Capacity, % GRAPH 3 15 H E X11; I� f i _ ' II I Hil 11 �_lil iiia Iif i—LL J_i %i_3_i - �li — I s ' 1 X13 I I.rr 1 1 IIi. �_ IGlths i i_ .' f _�•':� iil� ;�_�� 1=�� 'ill it iil iii l i 1 lilt E_�j l `�_i i HITiii —i I] lid_ i_ L- -7- -j_ j- d___ 50 55 60 65 70 75 80 85 90 95 100 105 Ratio of Design Load to Column Capacity, % GRAPH 3 15 A1TC Technical Note 7 30 281/2 27 25 112 24 22 112 21 19 112 18 d 16 112 p 15 E 131/2 12 10 112 9 7 112 6 4 112 3 1 112 0 Columns 8, Compression Members leld > 11 Four Sides Exposed to Fire One Hour Rating 50 55 60 65 70 75 SO 85 90 95 100 105 Ratio of Design Load to Column Capacity, % GRAPH 4 16 Iii i I I jjjEif �i ! II E;�Il l; II ills If' i ' I i,� Ei If I331 tn,.wcthll (jl I� r II,jI' E ;I}E ISI i!I iLl i_I� Lls- in_v k lily �I iH i t I I E f I I EE E i I I? II 3 I ? E_i_I f! ► T'I I �I' II ! ! ��; I j ` E 3 Ii I i I it �_ IE IEE It`I E I I!I { It E f! Hi' EE i t_ ` E i f 1 I I I I! H l i I � f!I IJ � 3 1I1i € I I E d i Ii H E I i I �i�i �iil Illl !�!_I l�#I i�§ ►I�� �il� T;I ��II ��i' €€ f f( 50 55 60 65 70 75 SO 85 90 95 100 105 Ratio of Design Load to Column Capacity, % GRAPH 4 16 30 281/2 27 251/2 24 221/2 21 19 112 18 C 161/2 p 15 E 13 112 0 12 101/2 9 71/2 6 41/2 3 1 112 0 AITC Technical Note 7 Columns & Compression Members Idd less than or = I I Four Sides Exposed to Fire One Hour Rating I l i I ju I f 1 i if I js fIEI i='I '� I II, •�� 1 �� (;� P', "I ifs i I I I # .III �_� l I ' � I_! I ! i �! -� �1 € [ I � i! I _� �_ �I- 514 _�_1 I � _I_I 1 LIL LL !f I II # it IiE gill I!i `,il itl !_Ii E ! it €'I i I it II I !If_I t I I_I!Ii IL —'LLL el col r�i � n. S hEI x � e oria � n. . 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I i i _f i i_I —� pp i a i! i — : IE I I€ ( ! i e i i .•.,._t- I11E i J i l I 1I;I I��IIi {!_k !IiI —� ILi�E I Ot�l- in.Ix I-1lI� III k_k I3�allu k I l I I I I o IL 50 55 60 65 70 75 80 85 90 95 100 105 Ratio of Design Load to Column Capacity, % GRAPH 6 W