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07-2801 (SFD) Structural Calcs9 STRUCTURAL CALCULATIONS 07-1408-161 DELLA PENTA RESIDENCE 53-840 DEL'GATO DRIVE LOT 111 1A QUINTA, CA. 92253 ' PREPARED FOR KRISTI HANSON ARCHITECTS, INC. =s . 17 -Dec -07 P�pFE55�N Q ePPReT roLti -� Q,w z rri pL 5E 4044 m MARCH 31, 2009' n S v PREPARED UND R T CITY O F LA QUINT �J DIRECT SUPERVISION OF: A BUILDING & SAFETY DEPT. JEFFREY 8: YOUNG, S.E. APPROVED PPR®VE® FOR CONSTRUCTI DAT�� gY 8y r STRESS No. 1 VERTICAL LOAD DESIGN DESIGN DATA: LUMBER: NO. 1 DOUGLAS FIR -LARCH W.C.L.I.B. GRADING SIZE Fb psi Fbr psi Fv psi Fc psi E psi SINGLE REPETITIVE 2X4 1500 1725 95 1495 1700000 2X6 1300 1495 95 1430 1700000 2X8 1200 1380 95 1365 1700000 2X10 1100 1265 95 1300 1700000 2X12 1000 1150 95 1300 1700000 2X14 & WIDER 900 1035 95 1300 1700000 4X4 1500 -- 95 1495 1700000 4X6 1300 --- 95 1430 1700000 4X8 1200 -- 95 1365 1700000 4X10 1100 -- 95 1300 1700000 4X12 1000 --- 95 1300 1700000 4X14 & WIDER 900 ---- 95 1170 1700000 6X6 1300 ---- 85 925 1600000 6X8 1300 ---- 85 925 1600000 6X10 1300 -- 85 925 1600000 6X12 1300 — 85 925 1600000 6X14 1300 --- 85 925 1600000 ABOVE VALUES DO NOT INCLUDE LOAD DURATION FACTORS GLU-LAM BEAMS SIMPLE CANTILEVER MICROLAMS PARALLAMS 24F -V4 DF/DF 24F -V8 DF/DF TRUS JOIST TRUS JOIST Fb=2400 psi Fb=2400 psi Fb=2800 psi Fb=2900 psi Fv=165psi Fv=165psl Fv=285psi Fv=290psi E=1800000psi E=1800000psi E=2000000psi E=2000000psi POSTS: No:1 DOUGLAS FIR -LARCH SIZE Fb psi . Fv psi Fc psi E psi 6X 1200 85 1000 1600000 CONCRETE: f c=2500 psi REINFORCING STEEL: GRADE 40 BARS 4 AND SMALL GRADE 60 BARS 5 AND LARGER Della Pente(07-1408-1 e1) VL2001CBCv2.00.xls VERTICAL LOAD DESIGN DESIGN DATA: LUMBER: NO. 2 DOUGLAS FIR -LARCH W.C.L.I.B. GRADING SIZE Fb psi Fbr psi Fv psi Fc psi E psi SINGLE REPETITIVE 2X4 1313 1510 95 1495 1600000 2X6 1139 1310 95 1430 1600000 2X8 1052 1210 95 1365 1600000 2X10 961 1105 95 1300 1600000 2X12 874 1005 95 1300 1600000 2X14 & WIDER 788 906 95 1300 1600000 4X4 1312 ---- 95 1495 1600000 4X6 1138 ---- 95 1430 1600000 4X8 1138 95 1365 1600000 4X10 1050' -- 95 1300 1600000 4X12 962 --- 95 1300 1600000 4X14 & WIDER 875 ---- 95 1170 1600000 6X6 875 -- 85 925 1600000 6X8 875 ---- 85 925 1600000 6X10 875 --- 85 925 1600000 6X12 875 ---- 85 925 1600000 6X14 875 -- 85 925 1600000 ABOVE VALUES DO NOT INCLUDE LOAD DURATION FACTORS GLU-LAM BEAMS SIMPLE CANTILEVER MICROLAMS PARALLAMS .24F -V4 DF/DF 24F -V8 DF/DF TRUS JOIST TRUS JOIST Fb=2400 psi Fb=2400 psi Fb=2800 psi Fb=2900 psi Fv=165ps1 Fv=165psi Fv=285ps1 Fv=290ps1 E=1800000psi E=1800000ps1 E=2000000psi E=2000000ps1 POSTS: No. .2 DOUGLAS FIR -LARCH SIZE Fb psi Fv psi Fc psi E psi BX 750 85 700 1300000 CONCRETE: f'c=2500 psi REINFORCING STEEL: GRADE 40 BARS 4 AND SMALL GRADE 60 BARS 5 AND LARGER STRESS No. 2 Della Penta(07-1408-181) VL2001CBCv2.00.xls _2_ I LOAD CASES: STRENGTH DESIGN: (12-1) 1.4D ` (12-2) 1.2D+1.6L+.5(Lr OR S) (12-3) 1.2D+1.6(Lr OR S)+(f1 L OR .8W). (12-4) 1.2D+1.3W+f1 L+.5(Lr OR S) (12-5) 1.2D+1.OE+(f1 L+f2S) (12-6) .9D +/- (1.0E OR 1.3W) f1=1.00 FOR LL>=100 & GARAGE fl=.5 OTHERS f2=.7 ROOF THAT DO NOT SHED SNOW f2=.2 OTHERS ALLOWABLE LOAD CASES (12-7) D - (12-8) D+L+(Lr OR S) * (12-9) D+(W OR E/1.4) * (12-10) .91) +/- E/1.4 * (12-11) D+.75[L+(Lr OR S)+(W OR E/1.4)] . * = MAY NOT USE 113 RD STRESS INCREASE ALTERNATE ALLOWABLE CASES: E=pEh+Ev (12-12) D+L+(Lr OR S) Em=OMEGA Eh "* (12-13) D+L+(W OR E/1.4) "* (12-14) D+L+W+S/2 p= 2-20/rMAX(Ab)A.5 "* (12-15) D+L+W+S/2+W/2 ** (12-16) D+L+S+E/1.4 *'* = MAY USE 1/3 RD STRESS INCREASE LOAD CASES Della Pente(07-1408-161)_VL2001CBCv2.00.xls -3- VERTICAL LOADS: ROOF: TYPICAL (PITCHED) TYPICAL (FLAT) DEAD LOAD: DEAD LOAD: 1l2"PLYWOOD0' 1/2"PLYWOOD q {5 TILE$O;_ BUILT-UP ROOF 2X12 OR 2X TRUSSES @ 24" 2X12 @ 24",. 1/2"DRYWALL 1/2" DRYWALL INSULATION INSULATION MISC. MISC. TOTAL 27.00 P.S.F. TOTAL15.00 P.S.F, ADD 10 P.S.F. FOR STUCCO SOFFITS LIVE LOAD: >4:12 <4:12 LESS THAN 200 S.F T.A 16.00 P.S.F. 20.00 P.S.F. 201-600 S.F. T.A. 14.00 P.S.F. 16.00 P.S.F. GREATER THAN 600 S.F. T.A. 12.00 P.S.F. 12.00 P.S.F. FLOOR: DECK: DEAD LOAD: DEAD LOAD: 3/4" PLYWOOD 0 BHP DECKING 1 1/2" LIGHT WT. CONC. 3/4"TILE r . '{ 41/2" TOPPING SLAB 3/4 TILE , TRUSSES @ 16" o/c QD 5/8" DRY WALL1 5/8" DRYWALL f( INSULATION QQ INSULATION ;Q MISC. MISC.8::, TOTAL41.00 P.S.F. ITOTAL 1 55.00 P.S.F. LIVE LOAD RESIDENTIAL FLOOR40.00 P.S.F. DECK 60.00 P.S.F. RFRES•8UHEAVY TILE - Della Penla(07-1408.181) VL2001CBCv2.00.zls -4- WALL: TYPICAL INTERIOR 2X4 DEAD LOAD: 2 LAYERS 5/8" DRYWALL INSULATION 0 2X4 STUDS @ 16" o/c MISC. 5 TOTAL 10.00 P.S.F. TYPICAL INTERIOR 2X6 DEAD LOAD: 2 LAYERS 5/8" DRYWALL 6. ` INSULATION 0 2X6 STUDS @ 16" o/c MISC. TOTAL 10.00 P.S.F. TYPICAL EXTERIOR 2X6 DEAD LOAD: STUCCO 0 0 1 LAYERS 5/8" DRYWALL INSULATION 2X12 STUDS @ 16" o/c Rd. MISC. TOTAL 17.00 P.S.F. RF RES -BU HEAVY TILE Della Penla(07.140&161) VL20D1CBCv2.00.x1s 5 RAFTER -JOIST TABLE SPACING }" DL PSF = (, LL PSF = TL PSF = 35 L.D.F.= ) DL+LL DE;+ LL DEFLE PITCH � '• SIZE= WEIGHT(LB/FT')= GRADE & SPECIES PSI - Fb( )- Sx(IN^3)= - A(IN " 2)- E(PSI)= DEPTH IN. - MAX SPAN FT. = ; ,. > . ..'. �X"! i#x?�X6.. , -r r W�#IY2�X_8.,�:e`r1tXAO �: f W ,. v .Y+iX$i� '' ... �1)Y... a 1.28 2.01 2.64 3.37 4.10 4.83 WN9J1 4Er)� Na �d?F�aLkat 6) No` t�10FJI t i1 i .E.M.1.. �IrX5" X96 g0h?6 ... Erl + ' .. , 904 = QE08 e0 46'. 1llQ _. MOM ..I(IN^4)= 5. . . . . . . . . 98.9'a,:.�1$A 1 6.33 9.94 13.10 16.72 20.231 22.37 BENDING SHEAR DL+LL<L/240 LL<U480 7.86 11.44 14.42 17.53 20.23 22.37 12.39 19.29 25.22 31.88 38.46 44.81 6.57 10.30 13.53 17.21 20.86 24.49 6.33 9.94 13.10 16.72 20.33 23.95 SIZE= WEIGHT(LB/FT)= GRADE & SPECIES Fb(PSI)=.i)IiQ Sx(IN^3)^9 FV(PSI)= A(IN"2)= E(PSI)= I(IN^4)= DEPTH(IN.)= MAX SPAN FT. = _TeX°..._ .`'�' SCS` _ �.,0. $ 1.28 2.01 2.64 3.37 4.10 4.83 ( :Na Q )' '1 : D t! �_ N ¢�AJ.o?AD. adNS'0�f �` sNa t(1.: I ' i11A _ a ..' ARM h'7!51; ,. .. _`:.' _."�r739 ra..."I-s�#%4'�'�8� .... I 6r2 .. R' 14 8;8 i& 8.e3° f' ...., ,19,x$$, , ?!6'OEs.0;6,_,. N76Q .. 0:6 l�6'OE, ,6„ : ,..160EQ6)i . ° ' . i1 . ;0; 06 :OF.U;6' 5136° t( I X20,180.," )) k a � 4!7t 6:g3 .r 8Sx93� � �0�167198 t F1101�0MI41!V,('. 5,om MUM 4�i ":.:. �'�"�S ..... , >¢��a�`#�9�2.5,KV ,9, ,W 1(!(5;01 '1191 fir .,� ��(If3�5?��i�� 6.20 9.74 12.84 16.38 18.91 20.93 BENDING SHEAR DL+LL<U240 LL<U480 7.35 10.71 13.51 16.38 18.91 20.93 12.39 19.29 25.22 31.88 38.46 44.81 6.44 10.09 13.26 16.86 20.44 24.00 6.20 9.74 12.84 16.38 19.92 23.47 GEN RAFTER Della Penta(07-1408-161)_VL2001CBCv2.00.xls -6- STUD TABLES 2X4 DF -L at 16" o/c LDF=1.60 2X4 DF -L at 16" o/c 70 MPH EXP. C 80 MPH EXP. C HEIGHT LOAD/STUD HEIGHT LOAD/STUD No.2 No.1 No.2. No.1 10 959 1112 10 750 915 11 674 807 11 467 614 12 458 576 12 245 383 13 287 1 397 13 57 198 14 147 1 254 1 14 ---- 37 2X6 DF -L at 16" o/c LDF=1.60 2X6 DF -L at 16" o/c 70 MPH EXP. C 80 MPH EXP. C HEIGHT LOAD/STUD HEIGHT LOAD/STUD No.2 No.1 No.2 N0.1 10 5100 5585 10 4665 5172 11 4015 4440 11 3600 4040 12 3180 3550 12 2780 3165 13 2525 2855 13 2135 2480 14 2005 2300 14 1628 1937 15 1590 1854 15 1215 1500 16 1250 1490 16 875 1140 17 965 1187 17 585 840 18 725 936 18 335 585 19 525 724 19 110 360 20 345 540 20 ----- 160 21 186 377 21 --- ----- 22 35 234 22 ---- ------ STUD TABLES Della Penla(07-1408-161) VL200ICBCv2.00.xis 7_ BASIC SOIL BEARING WIDTH INCREASE MAX SOIL BEARING MAX LOAD ON PAD FOOTING PSF LF= PSF OVER - FT Fc - PSF MARK F2 F3F4 F5 F6 F7 F8 F9 F10 F11 PLATE LENGTH (IN)1;6 pgum Om I - r M - PLATE WIDTH (IN) _ A(FT)2 4 9 16 25 36 49 64 81 100 121 P max (K) 6.8 17.1 33.6 57.5 90 132.3 185.6 243 300 363 q max (KSF) 1.70 1.90 2.10 2.30 2.50 2.70 2.90 3.00 3.00 3.00 T (FT) ' .mmm mmralm a Mnet (IN-K/FT) 5.17 7.29 20.80 41.85 74.32 119.21 173.33 238.05 295.75 367.94 Mu (IN-K/FT) 8.78 12.40 35.36 71.14 126.34 202.66 294.67 404.69 502.78 625.49 4/3(Mu) (IN-K/FT) 11.71 16.53 47.15 94.85 168.45 270.22 392.89 539.58 670.37 833.99 BAR SIZE SPACING (IN) As 0.31 0.31 0.31 0.31 0.31 0.44 0.66 0.88 0.88 1.33 Fy 60 60 60 60 60 60 60 60 60 60 a 0.72 0.72 0.72 0.72 0.72 1.04 1.56 2.08 2.08 3.12 d (IN) 8.69 8.69 8.69 14.69 14.69 14.63 20.63 20.63 26.63 26.63 Mur (IN -K) 137.95 137.95 137.95 237.35 237.35 336.50 710.16 934.48 1220.76 1793.94 M STATUS Vu (K) (BEAM) 0.00 0.33 mm 2.02 2.15 4.29 sm-am 6.79 7.14 9.71 9.44 11.67 (DVc (K) V BEAM STATUS 8.86 8.86 8.86 14.98 14.98 14.92 21.04 21.04 27.16 27.16 Vu (K) (PUNCHING) 100.52 100.52 100.52. 214.89 214.89 213.51 364.21 364.21 1 551.64 551.64 V PUNCHING STATUS REFERENCE v elt'L OL a 3oti f. i % 1153 plsAe.= rfy y &3 4 -*1V7 DDLL = • 11.71 (7 LLL' (j'81S 11.4 7 f LLR= �% Ll :•+�� Z��a/i� = G �f �� USE 6 'g J.'L /L Z DLL = LL, wee,= lb�Zl's�z. ON177 Z. 3; c Zi ' zz r-0 ws . T x Z49 r LLR= -2156, USE x/ t ag 110 y L4 LLL',7t 1S��i.) r�F LLR= ?l= 1.� . 2 wtOc,=i7 `/ f !� �`'1'6)zIZa Z1 _ 210t1 -1z. ( L J cR W�� s oC ./�. S'LF /r 0-7 C.L ~ Y) 6 -Ai &L it 2o'C = 24?LT' USE � S x31.6' . . . . . . .. . . . Aa DLL - "f 'Z "I LLL= .SCi -f 17 (`) 00L IL 4 �H r. IoL z t `'i 01 u = 13L q DLR = )6p3( LLR= t111 USE SHEETYOUNG ENGINEERING 5ERVICE5 DATE JOB NAME.; TI -804 HILDGAT DR. SUITE G 9 PALM DESERT, CA. 92211 BY: JOB NO.; PH 160-360-57710 FAX '160-960-5"119 K RIINAE KIN( 5Eftl/' -_ Title : Dsgnr: Description Scope : Job # Date: 11:27AM, 1 OCT 07 U;.r:KW--08017l5,Ver6.8.O,i-Dec-2003General Timber Beam Page 1 (01983-2003 ENERCALC Engineering Software (della penia)07-1408-161.ecw:Celculations Description R1 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 Span=11.67ft, Left Cant= 1.00ft, Beam Width = 5.125in x Depth = 18.1n, Ends are Pin -Pin Center Span 11.67 ft .....Lu 2.00 ft Beam Width 5.1251n Left Cantilever 1.00ft .....Lu 1.00 ft Beam Depth 18.000 In Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Maximum Shear * Bm Wt. Added to Loads 3.9 k Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 35.000 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 185.00 #/ft LL 64.00 #/ft Left Cantilever DL 185.00 #/ft LL 64.00 #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 5,872.0 lbs lbs lbs lbs lbs ...distance -1.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft lbs lbs 0.000 ft 0.000 ft Beam Design OK Center Span... Span=11.67ft, Left Cant= 1.00ft, Beam Width = 5.125in x Depth = 18.1n, Ends are Pin -Pin Deflection 0.017 In ...Location 3.941 ft Max Stress Ratio 0.236 : 1 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.026 in @ Left Maximum Moment -16.4 k -ft Maximum Shear * 1.5 3.9 k Allowable 68.8 k -ft Allowable 21.9 k Max. Positive Moment 0.86 k -ft at 9.144 ft Shear: @ Left 16.53 k Max. Negative Moment -10.50 k -ft at 0.000 ft @ Right 0.68 k Max @ Left Support -16.41 k -ft Camber: @ Left 0.0171n Max @ Right Support 0.00 k -ft @ Center 0.0261n Max. M allow 68.84 Reactions... @ Right 0.000 In fb 711.36 psi fv 42.14 psi Left DL 12.72 k Max 19.53 k Fb 2,984.83 psi Fv 237.50 psi Right DL 0.31 k Max 0.68 k Deflections Center Span... Dead Load Deflection 0.017 In ...Location 3.941 ft ...Length/Deft 8,118.6 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.026 in @ Left 0.017 in @ Right 0.000 in I VIGI Luau �.o• .+ •off... 0.012 in Deflection 3.334 ft ...Length/Deft 11,406.96 \ Right Cantilever... Deflection '...Length/Deft -0.011 In -0.0201n 2,134.0 1,176.2 0.000 in 0.000 in 0.0 0.0 OUNG Title : Dsgnr: Description Scope : Job # Date: 11:27AM, 1 OCT 07 User. Kw -0601715, Ver 5.8.0, 1-Dec-2003Page 2 (c)1983-2003ENERCALCEnglneering Software Gelnerai Timber Beam (della penla)07-1408-181.eow:Celculallons Description R1 Stress Calcs Bending Analysis Ck 19.865 Le 4.118 ft Sxx 276.750 in3 Area 92.250 in2 Cv 1.000 Rb 5.821 Cl 0.995 Max Moment Sxx Read Allowable fb @ Center 10.50 k -ft 42.22 in3 2,984.83 psi @ Left Support 16.41 k -ft 65.78 In3 2,992.74 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.89 k 0.75 k Area Required 16.370 int 3.154 in2 Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction 19.53 k Bearing Length Req'd 6.805 in Max. Right Reaction 0.68 k Bearing Length Req'd 0.238 in QueryValues M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -16.41 k -ft 2.99 k 0.0000 In @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft -16.41 k -ft 2.99 k 0.0000 in DUNG Title : Dsgnr: Description Scope : Job # Date: 11:27AM, 1 OCT 07 User: KW -0601715. Ver 5.8.0, 1-Dec-2003Page 1 (c)1983-2003ENERCALCEngineering Software Genera Timber Beam (della pente)07-1408-161.ecw:Calculallons Description R3 General Information Dead Load Code Ref: 1997/2001 NDS,.2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x31.5 Center Span 34.67 ft .....Lu 2.00 ft Beam Width 5.125 In Left Cantilever ft .....Lu 0.00 ft Beam Depth 31.500 In Right Cantilever ft Lu 0.00 ft Member.Type GluLam Douglas Fir, 24F - V4 32.250 ft Bm Wt. Added, to Loads 81.00 #/ft Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,700.0 ksi Trapezoidal Loads Dead Load 0.842 : 1 Left Cantilever... Dead Load - -Total Load #1 DL @ Left 428.00 #/ft LL @ Left 208.00 #/ft Start Loc 8.000 ft . DL @ Right 428.00 #/ft LL @ Right 208.00 #/ft End Loc 32.250 ft #2 DL @ Left 81.00 #/ft LL @ Left 108.00 #/ft Start Loc 0.000 ft DL @ Right #/ft LL @ Right #/ft End Loc 12.330 ft #3 DL @ Left 158.00 #/ft LL @ Left 210.00 #/ft Start Loc 8.000 ft DL @ Right 15.00 #/ft LL @ Right 20.00 #/ft End Loc 32.250 ft Point Loads Live Loady 283.01bs "-B;2-.,; 1"b; 688.0 lbs 688.01bs 832.01bs lbs lbs ...distance 12.330 ft 8.000 ft 12.830 ft 13.670 ft 32.250 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 34.67ft, Beam Width = 5.125in x Depth = 31.51n, Ends are Pin -Pin Max Stress Ratio Dead Load 0.842 : 1 Left Cantilever... Dead Load - -Total Load Deflection Maximum Moment -1.630 in 176.6 k -ft Maximum Shear " 1.5 23.6 k Allowable ...Length/Deft 209.7 k -ft 0.0 Allowable 394.3 48.4 k Max. Positive Moment 176.58 k -ft at 14.561 ft Shear: @ Left 16.27 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Center @ Right 16.99 k Max @ Left Support 0.00 k -ft @ Left Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft 0.000 in @ Center 1.5831n Max. M allow 209.74Reactions... ' @ Right 0.000in fb 2,500.12 psi fv 146.32.psi Left DL 10.40 k Max 16.27 k Fb 2,969.57 psi Fv 300.00 psi Right DL 11.04 k Max 16.99 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load - -Total Load Deflection -1.055 in -1.630 in Deflection 0.000 In 0.000 in ...Location 17.058 ft 17.058 ft ...Length/Deft 0.0 0.0 ...Length/Deft 394.3 255.21 Right Cantilever... Camber ( using 1.5 ` D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 1.583 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 12- Title : • Job # Dsgnr: Date: 11:27AM, 1 OCT 07 Description @' c� Scope: Rev: 580004 User: KW0601715, Ver 5,8.0, 1-Dec-2003General Timber Beam Page 2 (c)1083-2003 ENERCALC Engtneering Software (della penia107-1408-161.ecw:Celculellons Description R3 Stress Calcs Bending Analysis Ck 19.306 Le 4.118 ft Sxx 847.547 In3 Area 161.438 int Cv 1.000 Rb 7.700 Cl 0.990 13- Max Moment Sxx Reo'd Allowable fb @ Center 176.58 k -ft 713.56 In3 2,969.57 psi @ Left Support 0.00 k -ft 0.00 In3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 In3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 23.62 k 21.91 k Area Required 78.739 Int 73.040 int Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 16.27 k Bearing Length Req'd 4.884 In Max. Right Reaction 16.99 k Bearing Length Req'd 5.101 In Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 16.27 k 0.0000 In @ Right Cant. Location= 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = • 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 13- OUN6 =�INELIZING 'i�=KY User: M-0601715, Ver 5.8.0, 1 -Dec -2003 (01983-2003 ENERCALC Engineering Sallwere Description R4 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 11:27AM, 1 OCT 07 Page 1 -1408-161.emCai culations General Information lbs Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x8 lbs lbs Center Span 5.25 ft .....Lu 2.00 ft Beam Width 5.500 In Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Max Stress Ratio Bm Wt, Added to Loads 1,162.83 Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,600.0 ksl Trapezoidal Loads #1 DL @ Left 458.00 #/ft LL @ Left 211.00 #/ft Start Loc 2.830 ft DL @ Right 458.00 #/ft LL @ Right 211.00 #/ft End Loc 5.250 ft Point Loads Live Load 832.0 lbs lbs lbs lbs lbs lbs lbs ...distance 2.830 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft SMMMMmq ummary 0.000 in 0.000 In ...Location Beam Design OK Span= 5.25ft, Beam Width = 5.500in x Depth = 7.51n, Ends are Pin -Pin 0.0 0.0 Max Stress Ratio 0.706 : 1 1,162.83 Right Cantilever... Maximum Moment 4.0 k -ft Maximum Shear * 1.5 3.1 k Allowable 0.000 in 7.2 k -ft Allowable @ Center 4.4 k Max. Positive Moment 4.00 k -ft at 2.835 ft Shear: @ Left 1.43 k Max. Negative Moment -0.00 k -ft at 5.250 ft @ Right 2.48 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 In Max @ Right Support 0.00 k -ft @ Center 0.0531n Max. M allow 7,24 Reactions... @ Right 0.000 in fb 931.60 psi fv 75.05 psi Left DL 0.93 k Max 1.43 k Fb 1,684.94 psi Fv 106.25 psi Right DL 1.64 k Max 2.48 k Deflections Center Span... Dead Load Total Load Lett cantilever... ueaa Logo 1 otal Loaa Deflection -0.035 in -0.054 in Deflection 0.000 in 0.000 In ...Location 2.730 ft 2.730 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,792.4 1,162.83 Right Cantilever... 3.10 k Camber ( using 1.5 ` D.L. Deft ) ... 29.138 in2 Deflection 0.000 in 0.000 in @ Center 0.053 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.416 in Max. Right Reaction 2.48 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 4.118 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 3.501 Cl 0.998 14-- Max Moment Sxx Reg' d Allowable fb @ Center 4.00 k -ft 28.51 in3 1,684.94 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support . @ Right Support Design Shear 2.14 k 3.10 k Area Required 20.104 in2 29.138 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.43 k Bearing Length Req'd 0.416 in Max. Right Reaction 2.48 k Bearing Length Req'd 0.721 in 14-- I - Title : Job # Dsgnr: Date: 11:27AM, 1 OCT 07 is Description 04 r9 Scope Rev: 580004 User: KW -0601716, Ver 5.8.0,1 -Dec -2003 General Timber Beam Page z (c)1883.2003 ENERCALC Englneedng Software (della penla)07.1408-161.ecw:Calculaltons Description R4 Query Values M, V, & D @ Specified. Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.43 k 0.0000 In @ Right Cant. Location= 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0,00 ft 0.00 k -ft 0.00 k 0.0000 in 0 - 1 5 - REFERENCE r + ks- DLL = G'yy8 . 2y'. LL L n .31-10 16! +•3_'/z� (Lr . 5�� X30 c7 c 13 DLR n G °f'I 18 I LLR= 3ZyU USE DLL a 3oi� ZG. 25 DLR n aoil LLL n LL 'R &? Z.�( �'3�iJ. �' 27 Z •S� �k 't7(/•S�z 71��P1�' USE ' 6 1, 1$ Q7 t&,T_zc)c=2AD DLL `.Sf!!!�. 3Z•%S DLR N2�•Z LLL' 337 LLR = �yZ1 1 1 .�`'�A�• z.S 2-Z'if°%L' + Z�`�.SJ= 3:y.�r��' t.��C.+,$).:.3yst�� \\tom \ IJSE ,L s'8�Z`l 3,f7 �iJ = LI+'D� . uOU, v .DLL LLL z IL LLRn lyi r: -Lr 4A.) f, z7.Cvs�. = 13 2_10L . .�^'2pL_ .25. C3/i�f1�CI•Si ^ lGS1�G� USE 5�4.�;� DATE JOB NAME.: SHEET YOUNG ENGINEERING 5ERVIGE5 "19-604 WILDCAT DR. SUITE G BY: JOB No.: 1 6 PALM DESERT, CA. 92211 PH 760-560-51"10 PAX 760-560-5"119 OUN6 =INCL'h'IN(i 5'=F2V Title : Dsgnr: Description Scope: Job # Date: 11:27AM, 1 OCT 07 uses:icw:080,7,5.Ver5.9.o,,-oet.2og3 General Timber Beam . Page 1 (c),983.2003 ENERCALC Engineering Software (della pente)07-,408-,61.ecw:Celculetions Description R5 General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.12500 ueaa Loao Center Span 24.00 ft .....Lu 2.00 ft Beam Width 5.125 In Left Cantilever ft . , ...Lu 0.00 it Beam Depth 30.000 In Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Allowable Bm Wt. Added to Loads 46.1 k Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,700.0 ksl Full Length Uniform Loads Center DL 500.00 #/ft LL 270.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 24.00ft, Beam Width = 5.125in x Depth = 30.In, Ends are Pin -Pin Max Stress Ratio Dead Load 0.305 : 1 tett cantilever... ueaa Loao I otal Loao Deflection Maximum Moment -0.307 In 58.1 k -ft Maximum Shear" 1.5 11.5 k Allowable ...Length/Deft 190.3 k -ft 0.0 Allowable 1,407.4 46.1 k Max. Positive Moment 58.13 k -ft at 12.000 ft Shear: @ Left 9.69 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Center @ Right 9.69 k Max @ Left Support 0.00 k -ft @ Left Camber. @ Left 0.000 In Max @ Right Support 0.00 k -ft 0.000 In @ Center 0.307 In . Max. M allow 190.35 Reactions... @ Right 0.000 In fb 907.40 psi fv 74.86 psi Left DL 6.45 k Max 9.69 k Fb 2,971.27 psi Fv 300.00 psi Right DL 6.45 k Max 9.69 k Deflections Center Span... Dead Load Total Load tett cantilever... ueaa Loao I otal Loao Deflection -0.205 in -0.307 In Deflection 0.000 in 0.000 in ...Location 12.000 ft 12.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,407.4 936.76 Right Cantilever... 11.51 k Camber ( using 1.5' D.L. Deft ) ... 38.366 int . Deflection 0.000 in 0.000 In @ Center 0.307 in Bearing @ Supports Length/Deft 0.0 0.6 @ Left 0.000 In Bearing Length Req'd 2.908 In Max. Right Reaction 9.69 k @ Right 0.000 In Stress Calcs Bending Analysis Ck 19.306 Le 4.118 ft Sxx 768.750 tn3 Area 153.750 Int Cv 1.000 Rb 7.515 Cl 0.990 17- Max Moment Sxx Read Allowable fb @ Center 58.13 k -ft 234.77 in3 2,971.27 psi @ Left Support 0.00 k -ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 11.51 k 11.51 k Area Required 38.366 In2 38.366 int Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 9.69 k Bearing Length Req'd 2.908 In Max. Right Reaction 9.69 k Bearing Length Req'd 2.908 in 17- Title : Job # Dsgnr: Date: 11:27AM, 1 OCT 07 Description scope: Rev: 580004 User: Kw -0601715, Ver 5.8.0,1.Oec-2003:. General Timber Beam Page 2 (c)1883.2003 ENERCALC Engineering Software (della penta)07-1408-181.eow:Celculallons Description R5 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 9.69 k 0.0000 in @ Right Cant: Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 1 8 - DUNG =�INLLIKIN(i 5.F<V Title : Dsgnr: Description Scope : Job # Date: 11:26AM, 1 OCT 07 uv L. User: KW -0601715, Ver 5.8.0.I.Dec-2003 General Timber Beam Page 1 (c)1rcev: 98anuu3-2003 ENERCALC Enalneerina Software (della pante)07-1408.161.ecw:Calculations Description R6 General Information 0.361 : 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 Dead Load Center Span 26.25 ft Lu 2.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 It Beam Depth 18.000 In Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 ,..Length/Deft Bm Wt. Added to Loads Max. Positive Moment Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,700.0 ksl Full Length Uniform Loads Center DL 207.00 #/ft LL 59.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 26.25ft, Beam Width = 5.125in x Depth = 18.1n, Ends are Pin -Pin Max Stress Ratio 0.361 : 1 Total Load Left Cantilever... Dead Load Total Load Maximum Moment -0.579 in 24.8 k -ft Maximum Shear* 1.5 5.0'k Allowable 13.125 ft 68.8 k -ft 0.0 Allowable ,..Length/Deft 27.7 k Max. Positive Moment 24.84 k -ft at 13.125 It Shear: @ Left 3.79 k Max. Negative Moment 0.00 k -ft at 26.250 ft 0.868 In @ Right 3.79 k Max @ Left Support 0.00 k -ft @ Left 0.000 in Camber: @ Left 0.000 In Max @ Right Support 0.00 k -ft 0.000 in @ Center 0.868in Max. M allow 68.82 Reactions... @ Right 0.000 in fb 1,077.19 psi tv 54.66 psi Left DL 3.01 k Max 3.79 k Fb 2,983.85 psi Fv 300.00 psi Right DL 3.01 k Max 3.79 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.579 in -0.728 in Deflection 0.000 in 0.000 in ...Location 13.125 ft 13.125 ft ...Length/Deft 0.0 0.0 ,..Length/Deft 544.2 432.89 Right Cantilever... 5.04 k Camber ( using 1.5 * D.L. Defl ) ... 16.808 In2 Deflection 0.000 In 0.000 in @ Center 0.868 In Bearing @ Supports ...Length/Defl 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 1.136 in Max. Right Reaction 3.79 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.306 Le 4.118 ft Sxx 276.750 In3 Area 92.250 In2 Cv 1.000 Rb 5.821 Cl 10.995 Max Moment Sxx Reg' d Allowable fb @ Center 24.84 k -ft 99.91 in3 2,983.85 psi @ Left Support 0.00 k -ft 0.00 In3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 In3 3,000.00 psi Shear Analysis @ Left Support @.Right Support Design Shear 5.04 k 5.04 k Area Required 16.808 In2 16.808 In2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 3.79 k Bearing Length Req'd 1.136 in Max. Right Reaction 3.79 k Bearing Length Req'd 1.136 in OUNG -=•INEGFfINC'U SLh'LV Title: Dsgnr: Description Scope : Job # Date: 11:26AM, 1 OCT 07 User: KW -0601715, Ver 5.8.0,1 -Dec -2003 General Timber Beam Page 2 Ic11"e": 9 9° 3°-2°u"" 0 03 ENERCALC Enaineerina Software (delle penia)07-1408.181.ecw:Celculallons Description R6 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 3.79 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In - 20 - OUNG 1N[tlzlNti 'DKV Title : Dsgnr: Description Scope: Job # Date: 11:26AM, 1 OCT 07 User: xW-0601715, Ver5.8.0, 1 -Dec -2003 General Timber Beam Page 1 (01983.2003 ENERCALC Engineering Software (della penia)07-1408.181.ecw:Celculallons Description R7 General Information Ugqu 1- Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base aliowables are user defined Section Name 5.125x24 Center Span 32.75 ft .....Lu 2.00 ft Beam Width 5.1251n . Left Cantilever ft .....Lu 0.00 ft Beam Depth 24.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 #2 DL @ Left Bm Wt. Added to Loads LL @ Left Fb Base Allow 2,400.0 psi Load Dur, Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,700,0 ksl Trapezoidal Loads Ugqu 1- 0.600 : 1 Deflection #1 DL @ Left 348.00 #/ft LL @ Left 223.00 #/ft Start Loc 2.000 ft DL @ Right 348.00 #/ft LL @ Right 223.00 #/ft End Loc 20.000 ft #2 DL @ Left 348.00 #/ft LL @ Left 223.00 #/ft Start Loc 20.000 ft DL @ Right #/ft LL @ Right #/ft End Loc 32.750 ft Point Loads Live Load 334.0 lbs lbs lbs lbs lbs lbs lbs ...distance 2.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 32.75ft, Beam Width = 5.125in x Depth = 24.1n, Ends are Pin -Pin Max Stress Ratio Ugqu 1- 0.600 : 1 Deflection -0.8741n Maximum Moment 0.000 In 73.2 k -ft Maximum Shear " 1.5 13.4 k Allowable ...Length/Deft 122.1 k -ft 283.48 Right Cantilever... Allowable 36.9 k Max. Positive Moment 73.20 k -ft at 15.589 ft Shear: @ Left 8.97 k Max. Negative Moment -0.00 k -ft at 32.750 ft @ Left @ Right 6.68 k Max @ Left Support 0.00 k -ft 0.000 In Camber: @ Left 0.000 In Max @ Right Support 0.00 k -ft @ Center 1.311 In Max. M allow 122.09Reactions... @ Right 0.0001n fb 1,785.40 psi fv 108.63 psi Left DL 5.62 k Max 8.97 k Fb 2,977.77 psi Fv 300.00 psi Right DL 4.26 k Max 6.68 k Deflections Ntllawl Jjjall... Ugqu 1- 1 V\ql au -1 Deflection -0.8741n -1.3861n Deflection 0.000 In 0.000 in ...Location 16.113 ft 16.113 ft ...Length/Deft 0.0 0.0 ...Length/Deft 449.6 283.48 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 In 0.000 In @ Center 1.311 In ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 In 21- User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 (c)1983.2006 ENERCALC Engineering Software Description R8 . Title : Dsgnr: Description Scope Multi -Span Timber Beam Job # Date: 2:57PM, 13 DEC 07 Page- 1 -1408.161.ecw:Celcu talion s General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksl Spans Considered Continuous Over Support Fv : Basic Allow 190.0 psi Load Duration'Factor. 1.250 Timber Member Information Description ftj SPAN 1 SPAN 2 Span ft 8.25 12.50 Timber Section in -k 5.125x9.0 5.125x9.0 Beam Width in 5.125 5.125 Beam Depth In 9.000 9.000 End Fixity 1.54 Pin - Pin Pin - Pin Le: Unbraced Length ft 2.00 2.00 Member Type k GluLam GluLam Loads psi 28.1 29.8 Live Load Used This Span 7 Yes Yes Dead Load #/ft 132.00 105.00 Live Load #/ft 46.00 30.00 Results in -k 0.0 -26.3 Mmax @ Cntr in -k 7.4 19.9 @X= ftj 2.64 7.58 Max @ Left End in -k 0.0 -26.3 Max @ Right End in -k -26.3 0.0 fb : Actual psi 379.9 379.9 Fb : Allowable psi 2,992.7 2,992.7 k 1.54 Bending OK Bending OK Shear @ Left k 0.47 1.02 Shear @ Right k 1.00 0.67 fv : Actual psi 28.1 29.8 Fv : Allowable psi 237.5 237.5 Shear OK Shear OK _22_ Reactions & Deflection DL @ Left k 0.34 1.54 LL @ Left k 0.13 0.48 Total @ Left k 0.47 2.02 DL @ Right k 1.54 0.52 LL @ Right k 0.48 0.15 Total @ Right k 2.02 0.67 Max. Deflection in -0.006 -0.068 @ X = ft 2.75 7.00 Query Values Location ft 0.00 0.00 Moment in -k 0.0 -26.3 Shear k 0.5 1.0 Deflection in 0.0000 0.0000 _22_ m REFERENCE r, P DLL .3p y) ! J DLR r Z SLS•. LLL= lot13 r 23 J els.` 2y i USE ��$ X 13•S DLL = . �GZ. �: Z'f. DLR LLL . . . . . LL 3CZ . . . . . .u5E cr., c.13 (?q N DLR ` 1 LLL ` �.� 5-7 LL R 14 ILI ,ore i;o bet % �L DLL = '� (� DLR LLL` .37q LL R` 33� CL ]PLIL USE G X L �Lz I1Z� SHEET YOUNG ENGINEERING 5ERVICE5 DATE JOB NAIVE.: 23 _ 11-BO4 WILDCAT DR. 5UITE C PALM DESERT, CA. 92211 BY: JOB NO.: PH 160-960-5710 FAY, 760-960-577 ounce Title : Dsgnr: Description Scope: Job # Date: 11:26AM, 1 OCT 07 User: NW W()1716,Ver 5.8.0,7 -Dec -2003 General Timber Beam Page 1 l (c)1983-2003 ENERCALC Engineering Software (delta pente)07-1408-161.ecw:Calculellons Description R9 General Information -0.165 In Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x13.5 Center Span 13.00 ft .....Lu 2.00 ft Beam Width 5.125 in Left Cantilever ft , ....Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 @ Right Bm Wt. Added to Loads Max Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,700.0 ksi Full Length Uniform Loads Center DL 319.00 #/ft LL 216.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 736.0 lbs lbs lbs lbs lbs ...distance 4.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 13.00ft, Beam Width = 5.125in x Depth = 13.51n, Ends are Pin -Pin 'Max Stress Ratio 0.411 : 1 Maximum Moment 15.9 k -ft Maximum Shear " 1. Allowable 38.8 k -ft Allowable Max. Positive Moment 15.95 k -ft at 5.408 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft - Max @ Right Support 0.00 k -ft Max. M allow 38.76 Reactions... fb 1,229.41 psi fv 94.39 psi Left DL Fb 2,988.17 psi Fv 300.00 psi Right DL Deflection -0.165 In ...Location 6.344 ft ...Length/Deft 943.8 Camber ( using 1.5 " D.L. Dail ) ... @ Center 0.248 in @ Left 0.000 in @ Right 0.000 in -0.269 in 6.344 ft 579.15 24- Camber: 3.04 k 2.56 k �v• valuovv,... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Deft 5 lbs lbs 0.000 ft 0.000 ft 0.0 Beam Design OK 0.000 in 6.5 k 0.0 20.8 k @ Left 4.96 k @ Right 4.20 k @ Left 0.000 In @ Center 0.2481n @ Right 0.000 In Max 4.96 k Max 4.20 k 0.000 In 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 OUN6 =INELKIN6 5'_'12V Title : Dsgnr: Description Scope : Job # Date: 11:26AM, 1 OCT 07 Rn User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam 2 (c)1983�:-2003�o„�„� Page. ENERCALC Engineering Software (delle penla)07-1408-161.ecw:Calculallons Description R9 Stress Calcs Bending Analysis . Ck 19.306 Le 4.118 ft Sxx 155.672 In3 Area 69.188 int Cv 1.000 Rb 5.041 CI 0.996 - 25 - Max Moment Sxx Reg' d Allowable fb @ Center 15.95 k -ft 64.05 In3 2,988.17 psi @ Left Support 0.00 k -ft 0.00 In3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 In3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.53 k 5.39 k Area Required 21.768 in2 17.964 Int Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 4.96 k Bearing Length Req'd 1.488 in 'Max. Right Reaction 4.20 k Bearing Length Req'd 1.259 In Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 4.96 k 0.0000 In @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 ih - 25 - 1111111111111111 -- Title : Dsgnr: Description Scope: Job # Date: 11:26AM, 1 OCT 07 User:kV &715,Ve,5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Software (della pen1a)07-1408-181.ecw:Ce1cu1allo ns Description R10 General Information 0.155 ; 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x12 ueaa Loao Center Span 17.25 ft .....Lu 2.00 it Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 18.5 k Bm Wt. Added to Loads 4.76 k -ft Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,700.0 ksl Full Length Uniform Loads Center DL 78.00 #/ft LL 35.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 17.25ft, Beam Width = 5.125in x. Depth = 12.1n, Ends are Pin -Pin Max Stress Ratio 0.155 ; 1 Total Load Left Cantilever... ueaa Loao I otal Loao Maximum Moment -0.148 In 4.8 k -ft Maximum Shear * 1.5 1.5 k Allowable 8,625 ft 30.6 k -ft ...Length/Deft Allowable 0.0 18.5 k Max. Positive Moment 4.76 k -ft at 8.625 ft Shear: @ Left 1.10k Max. Negative Moment 0.00 k -ft at 17.250 ft @ Center @ Right 1.10 k Max @ Left Support 0.00 k -ft 0.0 @ Left Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Right 0.000 in @ Center 0.221 in Max. M allow 30.64Reactions... @ Right 0.000 In fb 464.30 psi fv 23.90 psi Left DL 0.80 k Max 1.10k Fb 2,989.57 psi Fv 300.00 psi Right DL 0.80 k Max 1.10 k Deflections Center Span... Dead Load Total Load Left Cantilever... ueaa Loao I otal Loao Deflection -0.148 In -0.203 in Deflection 0.000 in 0.000 In ..,Location 8,625 ft 8.625 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,402.5 1,018.86 Right Cantilever..: 1.47 k Camber ( using 1.5 * D.L. Defl ) ... 4.900 In2 Deflection 0.000 In 0.000 in @ Center 0.221 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.331 in Max. Right Reaction 1.10 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.306 Le 4.118 it Sxx 123.000 in3 Area 61.500 In2 Cv 1.000 Rb 4.753 Cl 0.997 26- Max Moment Sxx Reg' d Allowable fb @ Center 4.76 k -ft 19.10 in3 2,989.57 psi @ Left Support 0.00 k -ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.47 k 1.47 k Area Required 4.900 int 4.900 In2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 1.10 k Bearing Length Req'd 0.331 in Max. Right Reaction 1.10 k Bearing Length Req'd 0.331 in 26- erl rr.+ Rev: 580004 User: KW -0801715, Ver 5.8.0, 1 -Dec -2003 (c)1883.2003 ENERCALC Engineering Sollware Description R10 Title Dsgnr: Description Scope: General Timber Beam Job # Date: 11:26AM, 1 OCT 07 Page 2 1408.181. emCa icula lions Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.10 k 0.0000 In @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 (c)19834003 ENERCALC Engineering Software Description R11 Title : Job # Dsgnr: Date: 11:26AM, 1 OCT 07 Description Scope General Timber Beam Page 1 4 06-161, ecw: Calcula I Ions General Information 0.036 : 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Section Name 5.125x12 Maximum Moment Center Span 7.00 ft .....Lu 2.00 ft Beam Width 5.125 In Left Cantilever 1.00 ft .....Lu 1.00 it Beam Depth 12.000 in Right Cantilever ft . , ...Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Shear: Bm Wt. Added to Loads -0.81 k -ft Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,700.0 ksi Full Length Uniform Loads Center DL 54.00 #/ft LL 32.00 #/ft. Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 302.0 lbs lbs lbs lbs lbs ...distance -1.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 7.00ft, Left Cant=1.00ft, Beam Width = 5.1251n x Depth = 12.1n, Ends are Pin -Pin Max Stress Ratio 0.036 : 1 Deflection 0.001 1n Maximum Moment 1.662 ft -1.1 k -ft Maximum Shear " 1. Allowable @ Center 30.6 k -ft @ Left Allowable Max. Positive Moment 0.28 k -ft at 4.635 ft Shear: Max. Negative Moment -0.81 k -ft at 0.000 ft Max @ Left Support -1.11 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 30.64 Reactions... fb 108.44 psi fv 10.05 psi Left DL 1.17 k Fb 2,989.57 psi Fv 300.00 psi Right DL 0.13 k Deflections Center Span... Dead Load Deflection 0.001 1n ...Location 1.662 ft ...Length/Deft 96,087.2 Camber ( using 1.5 ` D.L. Defl ) ... @ Center 0.001 in @ Left 0.002 in @ Right 0.000 in -0.001 in 4.443 ft 77,036.52 -2.8- Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Deft 5 lbs lbs 0.000 ft 0.000ft 9,019.7 Beam Design OK 0.000 in 0.6 k 0.0 18.5 k @ Left 1.12k @ Right 0.24 k @ Left 0.002 In @ Center 0.001 In @ Right 0.000 in Max 1.63 k Max 0.24 k -0.002 In -0.003 In 15,216.6 9,019.7 0.000 in 0.000 in 0.0 0.0 Title: Job # Dsgnr: Date: 11:26AM, 1 OCT 07 Description eN °� Scope: Rev 680004 680004 User: K0601716. Ver 6.8.0, 1 -Dec -2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software (della penia)07.1408.161.ecw:Celculallons Description R11 Stress Calcs Bending Analysis Ck 19.306 Le 4.118 it Sxx 123.000 in3 Area 61.500 in2 Cv 1.000 Rb 4.753 CI 0.997 - 29 - Max Moment Sxx Reo'd Allowable fb @ Center 0.81 k -ft 3.25 In3 2,989.57 psi @ Left Support 1.11 k -ft 4.45 in3 2,994.94 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support' @ Right Support Design Shear 0.62 k 0.21 k Area Required 2.060 in2 0.688 In2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 1.63 k Bearing Length Req'd 0.490 in Max. Right Reaction 0.24 k Bearing Length Req'd 0.071 In Query Values M, V, & D @ Specified Locations Moment. Shear Deflection @ Center Span Location = 0.00 ft -1.11 k -ft 0.51 k 0.0000.1n @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0:0000 in @ Left Cant. Location = 0.00 'ft -1.11 k -ft 0.51 k 0.0000 in - 29 - DUNG =INEENING tl:KV' Title : Dsgnr: Description Scope: Job # Date: 11:26AM, 1 OCT 07 R9Y. User:Kw•0601715,Ver5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)1983-2003OODUUY ENERCALC En9lneerin0 Software (della pante)07-1408.161.ecw:Celculellons Description R12 General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Section Name 6x6 ...Location Center Span 3.25 ft .....Lu 2.00 ft Beam Width 5.5001n Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Bm Wt. Added to Loads Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pln-Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 378.00 #/ft LL 182.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 112.0 lbs lbs lbs lbs lbs lbs lbs ...distance 1.000 It 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 3.25ft, Beam Width = 5.500in x Depth = 5.51n, Ends are Pin -Pin Max Stress Ratio 0.387 : 1 Maximum Moment 0.9 k -ft Maximum Shear1. Allowable 3.9 k -ft Allowable Max. Positive Moment 0.87 k -ft at 1.495 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 3.90 Reactions... fb 377.71 psi fv 41.09 psi Left DL 0.71 k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.66 k Deflections Center Span... Dead Load Deflection -0.009 in ...Location 1.612 ft ...Length/Deft 4,353.3 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.013 in @ Left 0.000 in @ Right 0.000 in -0.014 in 1.599 ft 2,863.41 - 30 - v -Deflection ...Length/Deft' Right Cantilever... Deflection ...Length/Deft Beam Design OK 5 1.2 k 3.2 k @ Left 1.09 k @ Right 1-.00 k @ Left 0.000 In @ Center 0.0131n @ Right 0.000 In Max 1.09 k Max 1.00 k 0.000 in 0.000 in 0.0 0.0 0.000 In 0.000 In 0.0 0.0 0.000 in 0.000 in 0.0 0.0 0.000 In 0.000 In 0.0 0.0 III HER1146 Title : Dsgnr: Description Scope : Job # Date: 11:26AM, 1 OCT 07 User.KW-0801715, Ver 5.8.0;,-oe�-2oo3 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software (delle pente)07-1408-181.ecw:Celculellon5 Description R12 Stress Calcs Bending Analysis Ck 24.972 Le 4.118 ft Sxx 27.729 In3 Area 30.250 in2. Cf 1.000 Rb 2.998 Cl 1086.717 - 3 1 - Max Moment Sxx Req'd Allowable fb @ Center 0.87 k -ft 6.21 In3 1,687,50 psi @ Left Support 0.00 k -ft 0.00 In3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 Ina 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.24 k 1.11 k Area Required 11.697 in2 10.405 Int Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.09 k Bearing Length Req'd 0.316 in Max. Right Reaction 1.00 k Bearing Length Req'd 0.290 in Query Values M, V, &'D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.09 k 0.0000 In @ Right Cant. Location = 0.00 ft 0.00k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 3 1 - 'REFERENCE IG. LS' DLR = .83 DLL L.LL= ¢0d LL tis USEx,�.s DL = , . DLR =3831 LL, •Zs•IS LLR= USE S�. y/'!. f DLL = ,Z,yH 3.3 3? S- % ' S .. y 6z� s' 35DLR = 3 S's A'L'L= toy q/cF LLR 51. :F ii s,s-J fz�C3�s� 32 USE S!/ ' 13.5 1°c?r'a04 R►� . . . . . . . . . . . . P06 . OLL Ly 0H LCL° SKI 7 A6 = , bvS USE Y Zy SHEET YOUNG ENGINEERING SERVIGE5 DATE JOB NAI -IE.: 3 2 _ 77-8OA WILDCAT DR. 5UITE C PALM DE5ERT, CA. 92211 BY: JOB NO.: I I PH 760-560-5770 FAX 760-560-5'119 Title : Job # Dsgnr: Date: 11:26AM, 1 OCT 07 Description Scope: Rev: 580004 User: M-0601715, ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Sollware (della penla)07-1408-i61.emCalculations Description R13 General Information 0.263 : 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Section Name 3.125x13.5 Center Span 16.25 ft .....Lu 2.00 ft Beam Width 3.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Allowable Bm Wt. Added to Loads 12.7 k Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000pcf E 1,800.0ksl Full Length Uniform Loads Center DL 92.00 #/ft LL 85.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 16.25ft, Beam Width = 3.125in x Depth = 13.51n, Ends are Pin -Pin Max Stress Ratio 0.263 : 1 Total Load Left Cantilever... Dead Load I otal Load Maximum Moment -0.1391n 6.2 k -ft Maximum Shear * 1.5 2.0 k Allowable 8.125 ft 23.5 k -ft 0.0 Allowable ...Length/Deft 12.7 k Max, Positive Moment 6.18 k -ft at 8.125 ft Shear: @ Left 1.52 k Max. Negative Moment 0.00 k -ft at 16.250 ft 0.209 in @ Right 1.52 k Max @ Left Support 0.00 k -ft @ Left 0.000 In Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft 0.000 In @ Center 0.2091n Max, M allow 23.46Reactions... @ Right 0.000 in fb 781.38 psi fv 46.74 psi Left DL 0.83 k Max 1.52 k Fb 2,966.35 psi Fv 300.00 psi Right DL 0.83 k Max 1.52 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load I otal Load Deflection -0.1391n -0.255 In Deflection 0.000 in 0.000 in ,..Location 8.125 ft 8.125 ft .,.Length/Deft 0.0 0.0 ...Length/Deft 1,401.9 765.53 Right Cantilever... 1.97 k Camber ( using 1.5 " D.L. Defl) ... 6.573 In2 Deflection 0.000 in 0.000 In @ Center 0.209 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 In Bearing Length Req'd 0.749 in Max. Right Reaction 1.52 k @ Right 0.000 In Stress Calcs Bending Analysis Ck 19.865 Le 4.118 ft Sxx 94.922 in3 Area 42.188 In2 Cv 1.000 Rb 8.267 CI 0.989 - 3 3 - Max Moment Sxx Reg' d Allowable fb @ Center 6.18 k -ft 25.00 in3 2,966.35 psi @ Left Support 0.00 k -ft 0.00 In3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.97 k 1.97 k Area Required 6.573 In2 6.573 In2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 1.52 k Bearing Length Req'd 0.749 in Max. Right Reaction 1.52 k Bearing Length Req'd 0.749 in - 3 3 - GUNG User: KW -0801715, Ver 6.9.0,'1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description R13 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 11:26AM, 1 OCT 07 Page 2 (della penle)07.1408.191.ecw:Celculatlens QueryValues M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft, 0.00 k -ft 1.52 k 0.0000 In @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 34 - Title: Dsgnr: Description Scope : Job # Date: 2:57PM, 13 DEC 07 User: KW -0601715, Ver 5.6.0, 1.Nov-2006 General Timber Beam Page 1 (01983-2006 ENERCALC Engineering Software (della penle)07-1408-161.ecw:Calculallons Description R14 General Information 0.500 : 1. Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x19.5 Center Span 23.00 ft .....Lu 2.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 19.500 In Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Camber: Bm Wt. Added to Loads 0.00 k -ft Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,800.0 ksl Full Length Uniform Loads Center DL 307.00 #/ft LL 245.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 23.O0ft, Beam Width = 5.1251n x Depth = 19.51n, Ends are Pin -Pin Max Stress Ratio 0.500 : 1. Maximum Moment 38.1 k -ft Maximum Shear ` 1. Allowable 76.3 k -ft Allowable Max. Positive Moment 38.11 k -ft at 11.500 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow. 76.25 Reactions... fb 1,407.91 psi fv 85.94 psi Left DL Fb 2,817.27 psi Fv 300.00 psi Right DL Deflections Beam Design OK 5 8.6 k 30.0. k @ Left 6.63 k @ Right 6.63 k @ Left 0.000 in @ Center 0.5491n @ Right 0.000 in 3.81 k Max 6.63 k 3.81 k Max 6.63 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.3661n -0.637 in Deflection 0.000 in 0.000 in ...Location 11.500 ft 11.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 754.2 433.58 Right Cantilever... Camber ( using 1.5 * D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.549 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics Bending Analysis Ck 19.865 Le 4.118 ft Sxx 324.797 in3 Area 99.938 in2 CV 0.944 Rb 6.058 CI 0.995 Max Moment Sxx Read Allowable fb @ Center 38.11 k -ft 162.32 in3 2,817.27 psi @ Left Support 0.00 k -ft 0.00 In3 2,831.95 psi @ Right Support 0.00 k -ft 0.00 in3 2,831.95 psi Shear Analysis @ Left Support @ Right Support Design Shear 8.59 k 8.59 k Area Required 28.630 in2 28.630 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 6.63 k Bearing Length Req'd 1.989 in Max. Right Reaction 6.63 k Bearing Length Req'd 1.989 in - 35 - 3.81 k Max 6.63 k 3.81 k Max 6.63 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.3661n -0.637 in Deflection 0.000 in 0.000 in ...Location 11.500 ft 11.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 754.2 433.58 Right Cantilever... Camber ( using 1.5 * D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.549 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics Bending Analysis Ck 19.865 Le 4.118 ft Sxx 324.797 in3 Area 99.938 in2 CV 0.944 Rb 6.058 CI 0.995 Max Moment Sxx Read Allowable fb @ Center 38.11 k -ft 162.32 in3 2,817.27 psi @ Left Support 0.00 k -ft 0.00 In3 2,831.95 psi @ Right Support 0.00 k -ft 0.00 in3 2,831.95 psi Shear Analysis @ Left Support @ Right Support Design Shear 8.59 k 8.59 k Area Required 28.630 in2 28.630 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 6.63 k Bearing Length Req'd 1.989 in Max. Right Reaction 6.63 k Bearing Length Req'd 1.989 in - 35 - Max Moment Sxx Read Allowable fb @ Center 38.11 k -ft 162.32 in3 2,817.27 psi @ Left Support 0.00 k -ft 0.00 In3 2,831.95 psi @ Right Support 0.00 k -ft 0.00 in3 2,831.95 psi Shear Analysis @ Left Support @ Right Support Design Shear 8.59 k 8.59 k Area Required 28.630 in2 28.630 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 6.63 k Bearing Length Req'd 1.989 in Max. Right Reaction 6.63 k Bearing Length Req'd 1.989 in - 35 - - 35 - User: KW -0601715, Ver 5.8.0, 1 -Nov -2006 (c)1983.2006 ENERCALC Engineering Software Description R14 Title : Dsgnr: Description: Scope: General Timber Beam Job # Date: 2:57PM, 13 DEC 07 Page 2 -1408-161.ecw:Caicu1a11on s Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 6.63 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 36.- OUN6 K L'LIi1Nv Title: Dsgnr: Description Scope: Job # Date: 11:26AM, 1 OCT 07 User: W%-080/715, Ver 5.8.0, 1 -Dec -2003 MUIti-Span Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Software (della penta)07-1408-181.ecw:Cetculatlons Description R15 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base ailowabies are user defined Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksl Spans Considered Continuous Over Support Fv : Basic Allow 190.0 psi Load Duration Factor 1.250 Timber Member Information Description ft SPAN 1 SPAN 2 SPAN 3 Span ft 3.33 7.50 3.33 Timber Section In -k 5.125x13.5 5.125x13.5 5.125x13.5 Beam Width in 5.125 5.125 5.125 Beam Depth in 13.500 13.500 13.500 End Fixity Pin - Pin Pin - Pin Pin - Pin. Le: Unbraced Length ft 2.00 2.00 2.00 Member Type k GluLam GluLam GluLam Loads psi 16.2 62.3 39.4 Live Load Used This Span ? Yes Yes Yes Dead Load #/ft 329.00 329.00 329.00 Live Load #/ft 154.00 154.00 154.00 Dead Load #/ft 365.00 5.38 4.52 Live Load #/ft 216.00 2.91 2.41 Start ft 2.250 8.29 6.93 End ft 3.330 7.500 3.330 Dead Load @ Left #/ft 2.91 365.00 365.00 Dead Load @ Right #/ft 8.29 365.00 365.00 Live Load @ Left #/ft 0.001 216.00 216.00 Live Load @ Right #/ft 2.46 216.00 216.00 Start ft End ft 3.330 7.500 3.330 Point#1 Dead Load lbs 1,458.00 Live Load Itis 864.00 @ X ftj 2.250 Results @ X = ft 0.64 3.80 2.82 Max @ Left End In -k 0.0 -53.8 49.0 Max @ Right End In -k -53.8 -49.0 0.0 fb : Actual psi 345.6 345.6 314.7 Fb : Allowable psi 2,988.9 2,988.9 2,988.9 Bending OK Bending OK Bending OK Shear @ Left k 0.31 4.04 3.00 Shear @ Right k 4.25 3.94 0.55 tv : Actual psi 16.2 62.3 39.4 Fv : Allowable psi 237.5 237.5 237.5 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k 0.21 5.38 4.52 LL @ Left k 0.10 2.91 2.41 Total @ Left k 0.31 8.29 6.93 DL @ Right k 5.38 4.52 0.36 LL @ Right k 2.91 2.41 0.19 Total @ Right k 8.29 6.93 0.55 Max. Deflection in 0.001 -0.013 0.001 @ X = ft 2.46 3.80 1.09 Query Values - 37 - GUN6 =INEEh'INFv 5'_IiV Rev: 580004 User: KW -0601715, Ver 5.8.0, 1 -Dec-: (c)1983.2003 ENERCALC Engineedni Description R15 Title : Dsgnr: Description : 1 Scope Multi -Span Timber Beam Location ft 0.00 0.00 0.00 Moment In -k 0.0 -53.8 -49.0 Shear k 0.3 4.0 3.0 Deflection in 0.0000 0.0000 0.0000 - 38 - Job # Date: 11:26AM, 1 OCT 07 Page 2 .ecw:Celculallons Title : Job # Dsgnr: Date: 11:26AM, 1 OCT 07 Description Scope: Rev: 580004 UseKW-0601716. Ver 5.8.0, 1 -Dec -2003 Multi -Span Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Sollware (della penta)07-1408-161.ecw:Cetcuiations Description R16 General Information ftj Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V8 Max @ Left End Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 190.0 psi Load Duration Factor 1.250 Timber Member Information In -k Description SPAN l SPAN 2 Span ft 18.00 1.50 Timber Section 5.125x24 5.125x24 Beam Width In 5.125 5.125 Beam Depth in 24.000 24.000 End Fixity Pin - Pin Pin - Free Le: Unbraced Length ft 2.00 1.50 Member Type GluLam GluLam Loads 0.0 Fv : Allowable Live Load Used This Span ? Yes Yes Dead Load #/ft 196.00 196.00 Live Load #/ft 64.00 64.00 Point #1 Dead Load lbs Shear 1,305.00 Live Load lbs 2.9 1,190.00 @ X ft 0.0000 1.500 Results @X= ftj 8.16 0.00 Max @ Left End In -k 0.0 -48.4 Max @ Right End In -k -48.4 0.0 fb : Actual psi 210.0 98.4 . Fb : Allowable psi 2,824.0 2,984,8 k 1.97 Bending OK Bending OK Shear @ Left k 2.12 2.88 Shear @ Right k 2.56 0.00 fv : Actual psi 24.8 0.0 Fv : Allowable psi 237.5 237.5 ft 0.00 Shear OK Shear OK Reactions & Deflection DL @ Left k 1.64 3:48 LL @ Left k 0.47 1.97 Total @ Left k 2.12 5.45 DL @ Right k 3.48 0.00 LL @ Right k 1.97 0.00 Total @ Right k 5.45 0.00 Max. Deflection in -0.045 0.009 @ X = ft 8.64 1.50 Query Values Location ft 0.00 0.00 Moment in -k 0.0 -48.4 Shear k 2.1 2.9 Deflection In 0.0000 0.0000 39- REFERENCE n�a M33�. 7104 c.+nr t .L15V . LL -R, 2 is r�.�► yam. ' 3 �y.7 !v . S' . DLR ZSR? Z Birt LLR° wA�� 26(21•�7/2.) + USE 61�L�rit DLL = LLL. Z7 C 1 t/L 1 = DATE JOB NAME.: 5HEF r4 0 BY: I JOB No.: up./ 7l g� = P,°t.1� DLR = LLR= USE L YOUNG ENGINEERING 5ERVICE5 '71-604 WILDCAT DR. SUITE G PALM DE5ERT, GA, 92211 PH 160-360-5710 FAX '160-560-5'719 DLL .',5or'S, —WAY Y.7S''401IJ'g 29,33 DL.= 16 703 . LLL= 11 !IV .Zy bv7�V LLR- �a�%0 Pc, rok u5E 6"i% Li s Zo Lz I�il : Zi o /�Lf= • * b7(�%�Cs/i� a I Y'•� " 67 n�a M33�. 7104 c.+nr t .L15V . LL -R, 2 is r�.�► yam. ' 3 �y.7 !v . S' . DLR ZSR? Z Birt LLR° wA�� 26(21•�7/2.) + USE 61�L�rit DLL = LLL. Z7 C 1 t/L 1 = DATE JOB NAME.: 5HEF r4 0 BY: I JOB No.: up./ 7l g� = P,°t.1� DLR = LLR= USE L YOUNG ENGINEERING 5ERVICE5 '71-604 WILDCAT DR. SUITE G PALM DE5ERT, GA, 92211 PH 160-360-5710 FAX '160-560-5'719 Title : Job # Dsgnr: Date: 11:26AM, 1 OCT 07 • Description Q' Scope: Rev: 580004 Ryearev:5 0004 715, Ver 5.6.0,1•Dec-2003 Multi -Span Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Software (della penla)07-1408-181.ecw:Celculallons Description R17 General Information ftl 6.80 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V8 Max @ Left End in -k Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 190.0 psi Load Duration Factor 1.250 Timber Member Information In -k 100.4 Description 0.0 SPAN 1 SPAN 2 SPAN 3 Span ft 7.50 8.75 23.33 Timber Section 2,752.2 5.125x24 5.125x24 5.125x24 Beam Width In 5.125 5.125 5.125 Beam Depth In 24.000 24.000 24.000 End Fixity 9.09 Pin - Pin Pin - Pin Pin - Pin Le: Unbraced Length ft 2.00 2.00 2.00 Member Type 237.5 Glul-am GluLam GluLam Loads Shear OK Reactions & Deflection Live Load Used This Span ? Yes Yes Yes Dead Load #/ft 158.00 158.00 452.00 Live Load #/ft 210.00 210.00 216.00 Dead Load #/ft DL @ Right 452.00 158.00 Live Load #/ft LL @ Right 216.00 210.00 Start ft Total @ Right 0.500 -0.84 End ft 7.500 8.750 .9.330 Dead Load @ Left #/ft @ X = ft 158.00 Dead Load @ Right #/ft Query Values Live Load @ Left #/ft 210.00 Live Load @ Right #/ft Start ft 9.330 End ft 7.500 8.750 23.330 Point #1 Dead Load Itis 1,458.00 1,458.00 Live Load lbs 864.00 864.00 @ X ft 0.500 15.330 Results @ X = ftl 6.80 0,00 14.62 Max @ Left End in -k 0.0 100.4 -687.8 Max @ Right End In -k 100.4 -687.8 0.0 fb : Actual psi 206.4 1,397.9 1,397.9 Fb : Allowable psi 2.979.2 2,979.2 2,752.2 Bending OK Bending OK Bending OK Shear @ Left k 2.50 1.11 14.82 Shear @ Right k 0.26 12.16 9.09 fv : Actual psi 21.5 122.5 157.2 Fv : Allowable psi 237.5 237.5 237.5 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k 1.31 -0.87 16.20 LL @ Left k 1.19 0.02 10.79 Total @ Left k 2.50 -0.84 26.98 DL @ Right k -0.87 16.20 5.70 LL @ Right k 0.02 10.79 3.39 Total @ Right k -0.84 26.98 9.09 Max. Deflection in -0.007 0.027 -0.368 @ X = ft 4.15 5.66 12.91 Query Values - 4 1 - OUNG Title : Dsgnr: Description Scope Multi -Span Timber Beam 0.00 0.00 100.4 -687.8 -1.1 14.8 0.0000 0.0000 1 4.2 Job # Date: 11:26AM, 1 OCT 07 Page 2 408.161. emCe fcu to f Ions Rev: 680004 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Description R17 Location ft 0.00 Moment In -k -0.0 Shear k 2.5 Deflection in 0.0000 Title : Dsgnr: Description Scope Multi -Span Timber Beam 0.00 0.00 100.4 -687.8 -1.1 14.8 0.0000 0.0000 1 4.2 Job # Date: 11:26AM, 1 OCT 07 Page 2 408.161. emCe fcu to f Ions I eN cee Rev. 580004 User: KW -0801715. Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Soilware Description R18 Title : Dsgnr: Description Scope: Multi -Span Timber Beam Job # Date: 11:26AM, 1 OCT 07 Page 1 1408-181.emCa I culalions General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 190.0 psi Load Duration Factor 1.250 Timber Member Information Description SPAN 1 SPAN 2 Span ft 4.33 6.50 Timber Section 5.125x12 5.125x12 Beam Width In 5.125 5.125 Beam Depth in 12.000 12.000 End Fixity Free - Pin Pln - Pin Le: Unbraced Length ft 2.00 2.00 Member Type GluLam GluLam Loads Live Load Used This Span 7 Yes Yes Dead Load #/ft 258.00 258.00 Live Load #/ft 230.00 230.00 Point #1 Dead Load lbs 2,868.00 Live Load lbs 45.00 @X ft Results Mmax @ Cntr in -k 0.0 0.0 @ X = ft 0.00 0.00 Max @ Left End in -k 0.0 -206.3 Max @ Right End In -k -206.3 0.0 fb : Actual psi 1,676.9 1,676.9 Fb : Allowable psi 2,990.2 2,990.2 Bending OK Bending OK Shear @ Left k 0.00 4.23 Shear @ Right k 5.03 1.06 fv : Actual psi 110.6 91.3 Fv : Allowable psi 237.5 237.5 Shear OK Shear OK Reactions & Deflection DL @ Left k 0.00 7.11 LL @ Left k 0.00 2.15 Total @ Left k 0.00 9.26 DL @ Right k 7.11 -1.44 LL @ Right k 2.15 0.39 Total @ Right k 9.26 -1.06 Max. Deflection in -0.310 0.046 @ X = ftj 0.00 2.60 Query Values Location ft 0.00 0.00 Moment in -k 0.0 -206.3 Shear k 0.0 4.2 Deflection in -0.3097 0.0000 - 43 - Title : Dsgnr: Description a'10 - Scope ; Rev: 580004 User: KW -0601715. Ver 5.8.0, 1 -Dec -2003 Multi -Span Timber Beam (c)1983.2003 ENERCALC Engineering Software Description R19 Job # Date: 11:26AM, 1 OCT 07 Page 1 (della penla)07-1408-161.ecw:Calculations General Information ftj Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V8 Max @ Left End Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksl Spans Considered Continuous Over Support Fv : Basic Allow 190.0 psi Load Duration Factor 1.250 Timber Member Information In -k Description SPAN 1 SPAN 2 Span ft 1.00 10.50 Timber Section 5.125x12 5.125x12 Beam Width in 5.125 5.125 Beam Depth in 12.000 12.000 End Fixity Free - Pin Pin - Pin Le:Unbraced Length ft 1.00 2.00 Member Type Glul-am Glul-am Loads 76.9 Fv : Allowable Live Load Used This Span 7 Yes Yes Dead Load #/ft 491.00 491.00 Live Load #/ft 217.00 217.00 Point #1 Dead Load lbs 552.00 Live Load lbs 452.00 @X ft Results @ X = ftj 0.00 5.46 Max @ Left End in -k 0.0 -16.3 Max @ Right End In -k -16.3 0.0 fb : Actual psi 132.5 886.8 Fb : Allowable psi 2,995.2 2,990.2 Max. Deflection in Bending OK Bending OK Shear @ Left k 0.00 3.85 Shear @ Right k 1:71 3.59 fv : Actual psi 41.8 76.9 Fv : Allowable psi .237.5 237.5 Shear k Shear OK Shear OK Reactions & Deflection in 0.0377 LL @ Left k 0.00 1.86 Total @ Left k 0.00 5.56 DL @ Right k 3.70 2.50 LL @ Right k 1.86 1.09 Total @ Right k 5.56 3.59 Max. Deflection in 0.038 -0.134 @X= ftj 0.00 5.32 Query Values Location It 0.00 0.00 Moment in -k 0.0 -16.3 Shear k 0.0 3.8 Deflection in 0.0377 0.0000 - 4 4- DUNG Title: Dsgnr: Description Scope: Job # Date: 11:26AM, 1 OCT 07 User:KW-0601716,Ver6.8.0,1-Dec-2003 General Timber Beam Page 1 (01983.2003 ENERCALC Engineering 3o(ware (delle penta)07-1408.161.ecw:Cslculatlons Description R20 General Information 0.664 : 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Section Name 6x12 Left Cantilever DL Center Span 9.25 It .....Lu 2.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 ...Length/Deft Bm Wt. Added to Loads Max. Positive Moment Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,600.0ksi Full Length Uniform Loads 0.664 : 1 Center DL 51.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads Maximum #1 DL @ Left 378.00 #/ft LL @ Left 224.00 #/ft Start Loc 0.000 ft DL @ Right 378.00 #/ft LL @ Right 224.00 #/ft End Loc 4.500 ft Point Loads Live Load 896.0 lbs lbs lbs lbs lbs lbs lbs ...distance 4.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Beam Design OK Span= 9.25ft, Beam Width = 5.5001n x Depth = 11.51n, Ends are Pin -Pin Max Stress Ratio 0.664 : 1 Total Load Left Cantilever... Dead Load Total Load Maximum Moment -0.075 in 9.4 k -ft Maximum Shear * 1.5 4.5 k Allowable 4.477 ft 17.0 k -ft 0.0 Allowable, ...Length/Deft 6.7 k Max. Positive Moment 9.39 k -ft at* 4.477 ft Shear: @ Left 3.59 k Max. Negative Moment 0.00 k-ft at 0.000 ft 0.113 in @ Right 2.14 k Max @ Left Support 0.00 k -ft @ Left 0.000 in Camber: @ Left 0.0001n Max @ Right Support 0.00 k -ft 0.000 in @ Center 0.1131n Max. M allow 17.01.@ Reactions... Right 0.000in fb 929.49 psi fv 70.56 psi Left DL 2.37 k Max 3.59k Fb 1,683.52 psi Fv 106.25 psi Right DL 1.46 k Max 2.14 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.075 in -0.114 in Deflection 0.000 in 0.000 In ...Location 4.477 ft 4.477 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,476.1 974.03 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.113 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 45- Title: Dsgnr: Description Scope: Job # Date: 11:26AM, 1 OCT 07 Dee r:7%4. 01715, Ver 5.8.0,1 -Dec -2003 General Timber Beam Page 2 (c)1983.2003 ENERCALC Engineering Software (delle penta)07.i4O8.181.ecw.Calculations Description R20 Stress Calcs Bending Analysis Ck 24.972 Le 4.118 ft Sxx 121.229 In3 Area 63.250 in2 Cf 1.000 Rb 4.335 Cl 0.998 46- Max Moment Sxx Reg' d Allowable fb @ Center 9.39 k -ft 66.93 in3 .1,683.52 psi @ Left Support 0.00 k -ft 0.00 In3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 In3 1,687.50 psi Shear Analysis @ Left Support @ Right Support DesignShear 4.46 k 3.11 k' Area Required 42.005 in2 29.308 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 3.59 k Bearing Length Req'd 1.045 In Max. Right Reaction 2.14 k Bearing Length Req'd 0.622 In Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 3.59 k 0.0000 in @ Right Cant. Location = 0.00 ft. 0.00 k -ft 0.00 k 0:0000 In @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 46- DATE BY: REFERENCE trf1cz K DLL = GOZ �� MLR e .117.7 '7 SG USE G x�Z . P�, re x2.4 ZZ- 1•, DLL LLL= )32 . . . . . . . . . . LLR' yya G.4 Le S)t/iL2'S�� = llG�L'F . USE MLR= iecs LLL- '�%Y LLR= X77 y Li Porgy, =;F DLL =• Z �j 3 Z I! S MLR = 3 %D I LLL= , �%it`5 LLR= /22-1 1-7 Op t«tLL a 14 t/L, GHf4L L� L�(,,;/L� = 1��rot,� lyoy� USE YOUNG ENGINEERING 5ERVICE5 JOB NAME;— TI -804 WILDCAT DR. 5UITE C PALM DESERT, CA, 92211 JOB NO.: PH '760-560-5710 FAY. "160-560-5'119 OUNG' INEEMING 5ERV' Title : Dsgnr: Description Scope: Job # Date: 11:26AM, 1 OCT 07 User: KW -0801715; ver 5.8.9,1 -Dec -2003 . General Timber Beam Page 1 I (c)1983.2003 ENERCALC Engineering Software (delle Penta)07-1408.161.ecw:Calculatlons Description R21 General Information lbs Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user'defined Section Name 6x12 lbs lbs Center Span 9.00 ft .....Lu 2.00 It Beam Width 5.500 in Left Cantilever It .....Lu 0.00 It Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Max Stress Ratio Bm Wt. Added to Loads 2,200.87 Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,600.0 ksi Trapezoidal Loads #1 DL @ Left 221.00 #/ft LL @ Left 128.00 #/ft Start Loc 5.000 ft DL @ Right 221.00 #/ft LL @ Right 128.00 #/ft End Loc 9.000 ft Point Loads Live Load 448.0 lbs lbs lbs lbs lbs lbs lbs ...distance 5.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft >ummay 0.000 In 0.000 in ...Location Beam Design OK Span= 9.00ft, Beam Width = 5.500in x Depth = 11.51n, Ends are Pin -Pin 0.0 0.0 Max Stress Ratio 0.331 ; 1 2,200.87 Right Cantilever... Maximum Moment 4.4 k -ft Maximum Shear " 1.5 2.2 k Allowable 0.000 in 17.0 k -ft Allowable @ Center 6.7 k Max. Positive Moment 4.38 k -ft at 5.004 ft Shear: @ Left 0.91 k Max. Negative Moment -0.00 k -ft at 9.000 ft @ Right 1.82 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.0481n Max. M allow 17.01 Reactions... @ Right 0.000 In fb 433.45 psi fv 35.17 psi Left DL 0.60 k Max 0.91 k Fb 1,683.52 psi Fv 106.25 psi Right DL 1.18 k Max 1.82 k Deflections Center Span... - Dead Load Total Load Lett cantilever...' ueaa Loaa l otai Loaa Deflection -0.032 in -0.049 in Deflection 0.000 In 0.000 in ...Location 4.752 ft 4.752 ft ...Length/Deft 0.0 0.0 ...Length/Deft 3,410.3 2,200.87 Right Cantilever... 2.22 k Camber ( using 1.5 D.L. Deft ) ... 20.934 in2 Deflection 0.000 in 0.000 In @ Center 0.048 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 In Bearing Length Req'd 0.266 in Max. Right Reaction 1.82 k @ Right 0.000 In - 4.8 - Stress Calcs Bending Analysis Ck 24.972 Le 4.118 ft Sxx 121.229 In3 Area 63.250 in2 Cf 1.000 Rb 4.335 Cl 0.998 Max Moment. Sxx Reo'd Allowable fb @ Center 4.38 k -ft 31.21 In3 1,683.52 psi @ Left Support 0.00 k -ft 0.00 In3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 In3 1,687.50 psi Shear Analysis J @ Left Support @ Right Support Design Shear 1.35 k 2.22 k Area Required 12.708 in2 20.934 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.91 k Bearing Length Req'd 0.266 in Max. Right Reaction 1.82 k Bearing Length Req'd 0.531 in - 4.8 - OUN6 a•iNeeraw� s:kv User: KW -0601716, Ver 5.8.0, 1 -Dec -2003 (01983.2003 ENERCALC Engineering Software Description R21 Title Dsgnr: Description Scope: General Timber Beam Job # Date: 11:26AM, 1 OCT 07 Page 2 408-161.eav: Celcu la tion s _4,9_ Query -values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.91 k 0.0000 In @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in _4,9_ nVNb INC'Lh21Nli 5=1iY Title : Dsgnr: Description Scope: Job # Date: 11:26AM, 1 OCT 07 User: KW 01715, Ver6.8.0, 1 -Dec -2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Englneering Software (della penta)07-1408-161.ecw:Calculatlons Description R22 General Information r 0.468 : 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base ailowables are user defined Section Name 6x8' ueao Loao Center Span 5.33 ft .....Lu 2.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 In Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 1.79 k -ft Bm Wt. Added to Loads 3.987 ft Shear: Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 110.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 199.00 #/ft LL @ Left 118.00 #/ft Start Loc 4.000 ft DL @ Right 199.00 #/ft LL @ Right 118.00 #/ft End Loc 5.330 ft Point Loads Live Load 470.0 lbs lbs lbs lbs lbs lbs lbs ...distance 4.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Beam Design OK Span= 5.33ft, Beam Width = 5.5001n x Depth = 7.51n, Ends are Pin -Pin Max Stress Ratio 0.468 : 1 Total Load Left cantilever... ueao Loao Maximum Moment Deflection 1.8 k -ft Maximum Shear " 1.5 2.0 k Allowable ...Location 7.2 k -ft Allowable ...Length/Deft 4.4 k Max. Positive Moment 1.79 k -ft at 3.987 ft Shear: @ Left 0.69 k Max. Negative Moment -0.00 k -ft at 5.330 ft 1. @ Right 1.64 k Max @ Left Support 0.00 k -ft 0.028 In Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft 0.000 in @ Center 0.0281n Max. M allow 7.24Reactions.,. 0.000 In @ Right 0.000 in fb 416.02 psi fv 49.69 psi Left DL 0.55 k Max 0.69 k Fb 1,684.94 psi Fv 106.25 psi Right DL 1.15 k Max 1.64 k Deflections Center Span... Dead Load Total Load Left cantilever... ueao Loao f otal Loao Deflection -0.0181n -0.025 In Deflection 0.000 in 0.000 In ...Location 2.857 ft 2.900 ft ...Length/Deft 0.0 0.0 ...Length/Deft 3,471.3 2,537.76 Right Cantilever... Camber ( using 1.5 * D.L. Defi ) ... Deflection 0.000 in 0.000 In @ Center 0.028 In ...Length/Defi 0.0 0.0 @ Left 0.000 in @ Right 0.000 In - 50 - DUNG IN -ERINti SEKV Title : Dsgnr: Description Scope:. Job # Date: 11:26AM, 1 OCT 07 User: Kw -0601715, Ver 5.8.0,1 -Dec -2003 General Timber Beam Page 2 1 (01983.2003 ENERCALC Engineering Software (delle pent Page Description R22 Stress Calcs Bending Analysis Ck 24.972 Le 4.118 ft Sxx 51.563 In3 Area 41.250 Int Cf 1.000 Rb 3.501 Cl 0.998 - 5 1 - Max Moment Sxx Reg' d Allowable fb @ Center 1.79 k -ft 12.73 In3 1,684.94 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 In3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.92 k 2.05 k Area Required 8.660 in2 19.292 Int Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.69 k Bearing Length Req'd 0.200 in Max. Right Reaction 1.64 k Bearing Length Req'd 0.476 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.69 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 5 1 - Title : Dsgnr: Description Scope : Job # Date: 11:26AM, 1 OCT 07 User: KW -0801715, Ver6.8.0, 1 -Dec -2003 General Timber Beam Page 1 (01983-2003 ENERCALC Engineering Software (della penla)07-1408-161.ecw:Calculalion. Description R23 General Information 0.201 : 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 Ueao Loao Center Span 18.83 ft .....Lu 2.00 ft Beam Width 5.125 In Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Glul-am Douglas Fir, 24F - V4 27.7 k Bm Wt. Added to Loads 13.40 k -ft Fb Base Allow 2,400.0 psi Load Our. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 176.00 #/ft LL 104.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 18.83ft, Beam Width = 5.1251n x Depth=18.In, Ends are Pln-Pln Max Stress Ratio 0.201 : 1 Total Load Left Cantilever... Ueao Loao I otal Load Maximum Moment -0.125 in 13.4 k -ft Maximum Shear " 1.5 3.6 k Allowable 9.415 ft 66.8 k -ft ...Length/Deft Allowable 0.0 27.7 k Max. Positive Moment 13.40 k -ft . at 9.415 ft Shear: @ Left 2.85 k Max. Negative Moment 0.00 k -ft at 18.830 ft @ Center @ Right 2.85 k Max @ Left Support 0.00 k -ft 0.0 @ Left Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Right 0.000 in @ Center 0.1881n Max. M allow 66.84Reactions... @ Right 0.000in fb ' 581.19 psi fv 39.26 psi Left DL 1.87 k Max 2.85 k Fb 2,898.13 psi Fv 300.00 psi Right OL 1.87 k Max 2.85 k Deflections Center Span... Dead Load Total Load Left Cantilever... Ueao Loao I otal Load Deflection -0.125 in -0.191 In Deflection 0.000 in 0.000 in .,.Location 9.415 ft 9.415 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,805.0 1,184.26 Right Cantilever... 3.62 k Camber ( using 1.5 * D.L. Defl) ... 12.073 int Deflection 0.000 In 0.000 In @ Center 0.188 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.855 in Max. Right Reaction 2.85 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.865 Le 4.118 ft Sxx 276.750 in3 Area 92.250 In2 Cv 0.971 Rb 5.821 Cl 0.995 - 52 - Max Moment Sxx Reg' d Allowable fb @ Center 13.40 k -ft 55.50 In3 2,898.13 psi @ Left Support 0.00 k -ft 0.00 in3 2,912.39 psi @ Right Support 0.00 k -ft 0.00 in3 2,912.39 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.62 k 3.62 k Area Required 12.073 In2 12.073 int Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 2.85 k Bearing Length Req'd 0.855 in Max. Right Reaction 2.85 k Bearing Length Req'd 0.855 in - 52 - ew Rev: 580004 User: KW -0801715, Ver 5.8.0, 1 -Dec -2003 (c)1883.2003 ENERCALC Engineering Software Description R23 Title : Dsgnr: Description Scope General Timber Beam Job # Date: 11:26AM, 1 OCT 07 Page 2 61.ecmcalculallons Query Values M, V, $ D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.85 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 53 - a c� Rev: 580004 Uaer: U0601715. Ver 5. Software Description R24 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 11:26AM, 1 OCT 07 Page 1 -1408.161. emCa Iculallons General Information 0.698 : 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 8x12 ueaa Loaa Center Span 11.50 ft .....Lu 2.00 ft Beam Width 7.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 9.2 k Bm Wt. Added to Loads 14.91 k -ft Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 372.00 #/ft LL 64.00 X11 Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 162.00 #/ft LL @ Left 96.00 #/ft Start Loc 7.000 ft.. DL @ Right 162.00 #/ft LL @ Right 96.00 #/ft End Loc 11.500 ft Point Loads Live Load 832.0 lbs lbs lbs lbs lbs lbs lbs ...distance 7.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 11.50ft, Beam Width = 7.5001n x Depth = 11.51n, Ends are Pin -Pin Max Stress Ratio 0.698 : 1 Total Load Lett Gantllever... ueaa Loaa I otal Loac Maximum Moment -0.163 in 14.9 k -ft Maximum Shear* 1.5 6.4 k Allowable 5.934 ft 23.2 k -ft ...Length/Deft Allowable 0.0 9.2 k Max. Positive Moment 14.91 k -ft at 6.992 ft Shear: @ Left 3.73 k Max. Negative Moment -0.00 k -ft at 11.500 ft @ Center @ Right 4.92 k Max @ Left Support 0.00 k -ft 0.0 @ Left Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Right 0.000 in @ Center 0.2441n Max. M allow 23.22 Reactions... @ Right 0.000 In lb 1,082.14 psi fv 74.17 psi Left DL 2.95 k Max 3.73 k Fb 1,685.40 psi Fv 106.25 psi Right DL 3.70 k Max 4.92 k Deflections Center Span... Dead Load Total Load Lett Gantllever... ueaa Loaa I otal Loac Deflection -0.163 in -0.216 in Deflection 0.000 In 0.000 in ...Location 5.934 ft 5.934 ft ...Length/Deft 0.0 0.0 ...Length/Deft 847.2 639.57 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.244 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 5.4- OUNG Title : Dsgnr: Description Scope : Job # Date: 11:26AM, 1 OCT 07 Kev:oauuu4 J User KW- 0801715• Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 2 (c)1983.2003 ENERCALC Engineering SoOwere (della penta)07-1408.181.ecw:Celculalions Description R24 Stress Calcs Bending Analysis Ck 24.972 Le 4.118 ft Sxx 165.313 In3 Area 86.250 int Cf 1.000 Rb 3.179 CI 0.999 55- Max Moment . Sxx Rea'd' Allowable fb @ Center 14.91 k -ft 106.14 In3 1,685.40 psi @ Left Support 0.00 k -ft 0.00 In3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 In3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.96 k 6.40 k Area Required 46.719 In2 60.207 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 3.73 k Bearing Length Req'd 0.796 in Max. Right Reaction 4.92 k Bearing Length Req'd 1.050 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 3.73 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0'.0000 In @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 55- REFERENCE �IQe;1% IDi+j r DLL = • 1(0741. . . DLR - t4.71 LLL- .Ky.s . LLR= wIG L.= 27(`y�L� = Ig`1lLT IL L'/L� ` 112 /,L ��iar,- 7 SG C Z7fs'�'ZZO"'- <« gyey" USE G X 1�2.�b ex=Z�s �,,, 17.33 DLL = W is"s (k s DLR LCL, �ZS . LLR. I S$ Z y 4 7G `�s�cr If . . . USE r4o r ac DLR z ;f. 1 . LLL` °7. a93 `'i �. L`"R= USE G' t hiti . DLL LLL= ,7L� '°1 �= �r USE !4141 Gall JOB5HFF5 6 DATE JONAME.: BY: JOB No.: DLR = •l7 L. LL R YOUNG EI16INEERING SERVICES 77-804 WILDCAT DR. SUITE G PALM DESERT, Gh. 92211 PH '160-960-5T-10 FAX '7 6G-360-5"119 OUN6 =INL'C131Nti 5'=K•/ Title : Dsgnr: Description Scope: Job # Date: 11:26AM, 1 OCT 07 w� User: KW -0601715, Ver 5.8.0,1 -Dec -2003 General Timber Beam Page 1 (c)198nn.'o3-2003 ENERCALC Engineering Software (della penia)07-1408.181.ecw:Ceiculelions . Description R25 General Information 0.815 -: 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x8 Left Cantilever DL Center Span 7.33 ft .....Lu 2.00 ft Beam Width 5.5001n Left Cantilever It .....Lu 0.00 ft Beam Depth 7.5001n Right Cantilever ft .....Lu 0.00 it Member Type Sawn Douglas Fir - Larch, No.1 4.4 k Bm Wt. Added to Loads 5.90 k -ft Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi . Wood Density 35.000 pcf E 1,600.0 ksi Full Length Uniform Loads 0.815 -: 1 Center DL 220.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads Maximum Shear * #1 DL @ Left 189.00 #/ft LL @ Left 112.00 #/ft Start Loc 3.250 ft DL @ Right. 189.00 #/ft LL @ Right 112.00 #/ft End Loc 4.000 ft Point Loads ...Length/Deft Live Load 448.0 lbs 448.0 lbs lbs lbs lbs lbs lbs ...distance 3.250 ft 4.000 ft 0.000 It 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span= 7.33ft, Beam Width = 5.5001n x. Depth = 7.51n, Ends are Pin -Pin Max Stress Ratio 0.815 -: 1 . Total Load Left Cantilever... uead Load i otal Load Maximum Moment -0.1231n 5.9 k -ft Maximum Shear * 1.5 3.0 k Allowable 3.665 ft 7.2 k -ft ...Length/Deft Allowable 0.0 4.4 k Max. Positive Moment 5.90 k -ft at 3.665 ft Shear: @ Left 2.17 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Center @ Right 2.15 k Max @ Left Support 0.00 k -ft 0.0 @ Left Camber: @ Left 0.000 In Max @ Right Support 0.00 k -ft @ Right 0.000 in @ Center 0.1841n Max. M allow 7.24 Reactions... @ Right 0.000 in fb 1,372.70 psi fv 73.91 psi Left DL 1.68 k Max 2.17 k Fb 1,684.94 psi Fv 106.25 psi Right DL 1.66 k Max 2.15 k Deflections Center Span... Dead Load . Total Load Left Cantilever... uead Load i otal Load Deflection -0.1231n -0.167 1n Deflection 0.000 in 0.000 in ...Location 3.665 ft 3.665 ft ...Length/Deft 0.0 0.0 ...Length/Deft 715.2 525.95 Right Cantilever..: Camber ( using 1.5 * D.L. Defi ) ... Deflection 0.000 in 0.000 in @ Center 0.184 In ..Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in 5 T- Title: Job # t4 Dsgnr: Date: 11:26AM, 1 OCT 07 Description eN �� Scope User.KW0801715.Ver 5.8.0,1 -Dec -2003 General Timber Beam Page 2 (01983.2003 ENERCALC Englneedng Sollwere (della penia)07-1408.181.ecw:Calculellons Description R25 Stress CaIcs Bending Analysis Ck 24.972 Le 4.118 ft Sxx 51.563 In3 Area 41.250 In2 Cf 1.000 Rb 3.501 CI 0.998 Max Moment Sxx Rea' d Allowable fb @ Center 5.90 k -ft 42.01 in3 1,684.94 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.05 k 3.01 k Area Required 28.696 in2 28.291.1n2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.17 k Bearing Length Req'd 0.633 in Max. Right Reaction 2.15 k Bearing Length Req'd 0.624 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 it 0.00k -ft 2.17 k 0:0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0:0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In 758- 111111HII.- Title : Dsgnr: Description Scope : Job # Date: 11:22AM, 1 OCT 07 User: KW -0801715, Ver5.8.0, 1 -Dec -2003 General Timber Beam Page 1 (01983.2003 ENERCALC Enalneedna Software Idella penle)07-1408-181.ecw:Celculallons Description I R26/R28 General Information 632.0 lbs Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Section Name 5.125x21 lbs Center Span 19.00 ft .....Lu 2.00 ft Beam Width 5,125 In Left Cantilever ft .....Lu 0.00 ft Beam Depth 21.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Design OK Bm Wt. Added to Loads Span= 19.00ft, Beam Width = 5.1251n x Depth = 21.1n, Ends Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,800.0 ksi Full Length Uniform .Loads Center DL 54.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft I.Trapezoidal Loads #1 DL @ Left 366.00 #/ft LL @ Left 158.00 #/ft Start Loc 2.500 ft DL @ Right 366.00 #/ft LL @ Right 158.00 #/ft End Loc 17.330 ft Point Loads Live Load 632.0 lbs 632.0 lbs lbs lbs lbs lbs lbs • ...distance 2.500 ft 17.330 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary IBeam Design OK Span= 19.00ft, Beam Width = 5.1251n x Depth = 21.1n, Ends are Pin -Pin Max Stress Ratio 0.340 : 1 Maximum Moment 30.4 k -ft Maximum Shear' 1.5 9.5 k Allowable 89.4 k -ft Allowable 32.3 k Max. Positive. Moment 30.45 k -ft at 9.424 ft Shear: @ Left 6.48 k Max. Negative Moment -0,00 k -ft at 19.000 ft @ Right 7.00 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 In Max @ Right Support 0.00 k -ft @ Center 0.311 in Max. M allow 89.43 Reactions... @ Right 0.000 in fb 969.91 psi fv 88.36 psi Left DL 4.75 k Max 6.48 k Fb 2,848.95 psi Fv 300.00 psi Right DL. 5.12 k Max 7.00 k Deflections Li Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.208 in -0.283 in Deflection 0.000 in 0.000 in ...Location 9.500 ft 9.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,098.4 805.83 Right Cantilever... Camber ( using 1.5' D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.311 in ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in - 59 - Title : Dsgnr: Description Scope : Job # Date: 11:22AM, 1 OCT 07 O.er:Kw-0601716,Ver6.8.0,1-Dec-2003 General Timber Beam Page 2 M (01983-2003 ENERCALC Engineering Software (della pante)07-1408.161.ecw:Calculallons 11 Description . R26/R28 Stress Calcs Bending Analysis Ck 19.865 Le 4.118 ft Sxx 376.688 in3 Area 107.625 In2 Cv 0.955 Rb 6.287 Cl 0.994 WE Max Moment Sxx Reg' d Allowable fb @ Center 30.45 k -ft 128.24 in3 2,848,95 psi @ Left Support 0.00 k -ft 0.00 in3 2,865.26 psi @ Right Support 0.00 k -ft 0.00 in3 2,865.26 psi Shear Analysis @ Left Support @_Right Support Design Shear 9.51 k 7.09 k Area Required 31'.698 In2 23.636 In2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 6.48 k Bearing Length Req'd 1.945 in Max. Right Reaction 7.00 k Bearing Length Req'd 2.102 in Query Values M, V, 8 D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 6.48 k 0:0000 in @ Right Cant. Location = 0.00 It 0.00,k -ft 0.00 k 0'.0000 In @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in WE Title : Job # Dsgnr: Date: 11:22AM, 1 OCT 07 Description °N °ro Scope: Rev: 680004 User. KW -0601716, Ver 5.8.0, 1 -Dec -2003 Multi -Span Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering SofWare (delle penia)07-1408.181.ecw:Ceiculallons Description R27 General Information ftj Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined p Douglas Fir - Larch, No.1 2.88 Fb : Basic Allow 1,350.0 psi Elastic Modulus 1,600.0 ksl mmmom Spans Considered Continuous Over Support Fv : Basic Allow 85.0 psi Load Duration Factor 1.250 Timber Member Information Max @ Right End in -k Description -16.5 SPAN I SPAN 2 SPAN 3 Span ft .130.2 3.25 7.00 4.00 Timber Section psi 6x12 6x12 6x12 Beam Width In 1.99 5.500 5.500 5.500 Beam Depth in Bending OK 11.500 11.500 11.500 End Fixity 1.35 Pin - Pin Pin - Pin Pin - Pin Le: Unbraced Length ft 1.04 2.00 2.00 2.00 Member Type psi Sawn Sawn Sawn Loads Fv : Allowable psi Live Load Used This Span 7 106.3 Yes Yes Yes Dead Load #/ft Shear OK 324.00 324.00 324.00 Live Load #/ft 64.00 64.00 64.00 Results Mmax @ Cntr In -k 0.8 12.4 2.9 @ X = ftj 0.58 3.50 2.88 Max @ Left End in -k 0.0 -15.8 -16.5 Max @ Right End in -k -15.8 -16.5 0.0 fb : Actual psi .130.2 136.2 136.2 Fb : Allowable psi 1,683.5 1,683.5 1,683.5 1.99 2.08 Bending OK Bending OK Bending OK Shear @ Left k 0.23 1.35 1.12 Shear @ Right k 1.04 1.37 0.43 fv : Actual psi 15.6 23.4 18.0 Fv : Allowable psi 106.3 106.3 106.3 3.50 0.85 Shear OK Shear OK Shear OK Reactions & Deflection ft 0.00 DL @ Left k Moment 0.19 1.99 2.08 LL @ Left k Shear 0.04 0.39 0.41 Total @ Left k Deflection 0.23 2.38 2.49 DL @ Right k 1.99 2.08 0.36 LL @ Right k 0.39 0.41 0.07 Total @ Right k 2.38 2.49 0.43 Max. Deflection in 0.001 -0.006 0.000 @ X = ft 2.23 3.50 0.85 Query Values cation ft 0.00 0.00 0.00 Moment in -k 0.0 -15.8 -16.5 Shear k 0.2 1.3 1.1 Deflection in 0.0000 0.0000 0.0000 en c9 Rev: 580004 User: KW'0601716, Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Description R29 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 11:22AM, 1 OCT 07 Page 1 408-161.emCa Icula tions General Information Span= 4.00ft, Beam Width = 5.5001n x Depth = 7.51n, Ends are Pin -Pin Code Ref: 199712001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x8 Center Span 4.00 ft .....Lu 2.00 it Beam Width 5.500 In Left Cantilever ft .....Lu 0.00 It Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir -Larch, No.1 1.5 Bm Wt. Added to Loads Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 352.00 #/ft LL 64.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 1,184.0lbs lbs lbs lbs lbs lbs lbs ...distance 2.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK 62- Span= 4.00ft, Beam Width = 5.5001n x Depth = 7.51n, Ends are Pin -Pin Max Stress Ratio 0.745 : 1 Maximum Moment 4.0 k -ft Maximum Shear 1.5 3.3 k Allowable 7.2 k -ft Allowable' 4.4 k Max. Positive Moment 4.03 k -ft at 2.000 ft Shear: @ Left 2.44 k Max. Negative Moment 0.00 k -ft at 4.000 it @ Right 2.44 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 In Max @ Right Support 0.00 k -ft @ Center 0.032 in Max. M allow 7.24Reactions... @ Right 0.000 In fb 938.83 psi fv 79.17 psi Left DL .1.72 k Max 2.44 k Fb 1,684.94 psi Fv 106.25 psi Right DL 1.72 k Max 2.44 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.022 in -0.032 1n Deflection 0.000 In 0.000 in ...Location 2.000 it 2.000 it ...Length/Deft 0.0 0.0 ...Length/Deft 2,220.2 1,517.62 Right Cantilever... Camber ( using 1.5 " D.L. Defl ) ... Deflection 0.000 in 0.000 In @ Center 0.032 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 62- DUNG =.INEC'KIN<i S. -J Title : Dsgnr: Description Scope: Job # Date: 11:22AM, 1 OCT 07 nav: aouuw� Pae 2 1 09,93.203E CALCVer tEnglnDecgSof General Timber Beam g (c)1983.2003 ENERCALC EnAlneerin0 Software (delle Penta)07-1408.161.ecw:Celculalions Description R29 Stress Calcs Bending Analysis Ck 24.972 Le 4.118 it Sxx 51..563 in3 Area 41.250 in2 Cf 1.000 Rb 3.501 Cl 0.998 - 63 - Max Moment Sxx Reg' d Allowable fb @ Center 4.03 k -ft 28.73 in3 1,684.94 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 In3 .1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.27 k 3.27 k Area Required 30.737 int 30.737 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.44 k Bearing. Length Req'd . ..0.711 In Max. Right Reaction 2.44 k Bearing Length Req'd 0.711 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.44 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0:0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 63 - J REFERENCE �� G •S y . z s DL ass t DLL z LLL' b`lV . LLR- X321 id�iLs Ib z7Czy/•) - 3zpora&,a CyJ'.iz�i� E 45k /Z.. ✓yi16'a �(i�'Ly�L� - X92AilP ' fo, r DLL n I OVA- DLR LLL, •yi.`/� :go7/C 12- LLR' ►a. 7T D 1.�. / 1 LS U55 r!i ! t) No PSP 7?.G . .- DSL � .ta4y . g? DLR= ► 3y y LLL° 13% LLR° 63(►. L,. 27�1ia.'! z�s.� t /7CG� _ /�'(�Ati' -F Z7L��' al8�'�•r' . u5E G x g A06 R+y DLL 773. 6o.V4 7ss'r `J�.)s�. LLL = . . rt. c L yl� t � 'Z'/L C 2S� t' /7iJr�t USE = . ✓ L �" ` = Z,SC�'J = z 6� t, r 44-/3 DATE JOB NAME,: 5NF 6 4 - T7 -b04 HILDCAITEDR. I5UITES�ERVIGES PALM DE5ERT, CA. 82211 BY: JOE! NO,: PH 160-560-51"10 FAY. '160-560-571q OUNG IN[C121Nti 5Ef2V Title : Dsgnr: Description Scope: Job # Date: 11:22AM, 1 OCT 07 K V: oauuuq User: M-0801715. Ver 5.8.0, 1 -Dec -2003 General Timber Beam. Page 1 (c)1983.2003 ENERCALC Engineering Software (delle penta)07.1408-181.ecw:Calculallons Description R30 General Information 0.647 : 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 8x12 uead Load Center Span 9.25 ft .....Lu 2.00 fl Beam Width 7.500 In Left Cantilever ft ... , .Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 9.2 k Bm Wt. Added to Loads 9.65 k -ft Fb Base Allow 1,350.0 psi Load Dur: Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,600.0ks1 Full Length Uniform Loads Center DL 386.00 #/ft LL 72.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL. - #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 324.00 #/ft LL @ Left 192.00 #/ft Start Loc 6.500 ft DL @ Right 324.00 #/ft LL @ Right 192.00 #/ft End Loc 9.250 ft Point Loads Live Load 768.0 lbs lbs lbs lbs lbs lbs lbs ...distance 6.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 9.25ft, Beam Width = 7.5001n x Depth = 11.51n, Ends are Pin -Pin Max Stress Ratio 0.647 : 1 Total Load Left Cantilever... uead Load I otal Load Maximum Moment -0.070 in 9.6 k -ft Maximum Shear 1.5 5.9 k Allowable 4.810 ft 23.2 k -ft ...Length/Deft Allowable 0.0 9.2 k Max. Positive Moment 9.65 k -ft at 6.364 ft Shear: @ Left 3.04 k Max. Negative Moment -0.00 k -ft at 9.250 ft @ Center @ Right 4.87 k Max @ Left Support 0.00 k -ft 0.0 @ Left Camber. @ Left 0.000in Max @ Right Support 0.00 k -ft @ Right 0.000 in @ Center 0.1051n Max. M allow 23.22Reactions... @ Right 0.000in fb 700.19 psi fv 68.75 psi Left DL 2.40 k s Max 3.04 k Fb 1,685.40 psi Fv 106.25 psi Right OL 3.55 k Max 4.87 k Deflections Center Span... Dead Load Total Load Left Cantilever... uead Load I otal Load Deflection -0.070 in -0.094 in Deflection 0.000 in 0.000 in ...Location 4.810 ft 4.847 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,578.5 1,184.47 Right Cantilever... Camber ( using 1.5 " D.L. Deft ) ... Deflection 0.000 in 0.000 In @ Center 0.105 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 65- GULAG Title : Dsgnr: Description Scope: Job # Date: 11:22AM, 1 OCT 07 User: KWCOV 16, 076, Ver 5.8,0, 1 -Dec -2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software _ (della pente)07-1408.181.ecw:Celculallons Description R30 Stress Calcs Bending Analysis Ck 24.972 Le 4.118 ft Sxx 165.313 in3 Area 86.250 In2 Cf 1.000 Rb 3.179 CI 0.999 ME Max Moment Sxx Rea' d Allowable ft; @ Center 9.65 k -ft 68.68 in3 1,685.40 psi @ Left Support 0.00 k -ft 0.00, in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.90 k 5.93 k Area Required 36.660 In2 55.811 int Fv: Allowable 106.25 psi 106.25 psi Bearing @Supports Max. Left Reaction 3.04 k Bearing Length Req'd 0.648 in Max. Right Reaction 4.87 k Bearing Length Req'd 1.040 in Query Values M, V, & D @'Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 3.04 k 0.0000 In @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k • 0:0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in ME OUN6 Title : Dsgnr: Description Scope: Job # Date: 11:22AM, 1 OCT 07 User.Z IM901M,Ver 5.8.0,1-oeC-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Sollware (delle penta)07-1408-181.ecw:Calculallons Description R31 Full Length Uniform Loads Center DL 50.00 #/ft LL 40.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 307.00 #/ft LL @ Left 182.00 #/ft Start Loc 3.000 ft DL @ Right 307.00 Wit LL @ Right 182.00 #/ft End Loc 6.250 ft . Point.Loads Live Load 726.0 lbs lbs lbs lbs lbs lbs lbs ...distance 3.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 6.25ft, Beam Width = 5.5001n x Depth = 9.51n, Ends are Pin -Pin Max Stress Ratio 0.534 : 1 Total Load General Information uead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x10 -0.0291n Center Span 6.25 ft .....Lu 2.00 ft Beam Width 5.500 In Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 4.78 k -ft Bm Wt. Added to Loads 3.000 ft Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 50.00 #/ft LL 40.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 307.00 #/ft LL @ Left 182.00 #/ft Start Loc 3.000 ft DL @ Right 307.00 Wit LL @ Right 182.00 #/ft End Loc 6.250 ft . Point.Loads Live Load 726.0 lbs lbs lbs lbs lbs lbs lbs ...distance 3.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 6.25ft, Beam Width = 5.5001n x Depth = 9.51n, Ends are Pin -Pin Max Stress Ratio 0.534 : 1 Total Load Left Cantilever... uead Load Total Load Maximum Moment -0.0291n 4.8 k -ft Maximum Shear * 1.5 3.0 k Allowable 3.175 ft 11.6 k -ft 0.0 Allowable ...Length/Deft • 5.6 k Max. Positive Moment 4.78 k -ft at 3.000 ft Shear. @ Left 1.75 k Max, Negative Moment 0.00 k -ft at 0.000 ft 0.044 in @ Right 2.43 k Max @ Left Support 0.00 k -ft @ Left 0.000 In Camber: @ Left 0.000 In Max @ Right Support 0.00 k -ft 0.000 In @ Center 0.0441n Max. M allow 11.61 Reactions... @ Right 0.000in fb 693.90 psi fv 56.70 psi Left DL 1.09 k Max 1.75 k Fb 1,684.24 psi Fv 106.25 psi Right DL 1.52 k Max 2.43 k Deflections Center Span... • Dead Load Total Load Left Cantilever... uead Load Total Load Deflection -0.0291n -0.047 in Deflection 0.000 In 0.000 in ...Location 3.175 ft 3.175 ft ...Length/Deft 0.0 0.0 ...Length/Deft • 2,548.4 1,594.74 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.044 in ...Length/Deft 0.0 0,0 @ Left 0.000 In @ Right 0.000 In 67- OUN6 =•INC'EI�INty Sli•/ Title : Dsgnr: Description Scope: Job # Date: 11:22AM, 1 OCT 07 User. KW -0601716, Ver6,8.0, 1 -Dec -2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software (della penta)07-1408.161.ecw:Catculations Description R31 Stress Calcs Bending Analysis Ck 24.972 Le 4.118 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 3.940 Cl 0.998 W -4-i Max Moment Sxx Rea' d Allowable fb @ Center 4.78 k -ft 34.08 In3 1,684.24 psi @ Left Support 0.00 k -ft 0.00 In3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 In3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.50 k 2.96 k Area Required 23.563 in2 27.881 in2 Fv: Allowable 106.25 psi 106.25 psl Bearing @ Supports Max. Left Reaction 1.75 k Bearing Length Req'd 0.509 in Max. Right Reaction 2.43 k Bearing Length Req'd 0.708 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.75 k 0:0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in W -4-i U -ENNO I -1 -- Title : Dsgnr: Description Scope: Job # Date: 11:22AM, 1 OCT 07 User: KW -0601715, Ver 5.8.0, 1-0ac-2003 General Timber Beam Page 1 (c)1983.20D3 ENERCALC Engineering Software (delle penta)07-1408-161.ecw:Ca1culallons Description R32 General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 8x8 Max Stress Ratio Center Span 8.50 ft .....Lu 2.00 ft Beam Width 5.5001n Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.5001n Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 7.2 k -ft Bm Wt. Added to Loads Allowable Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,600.0ksl Full Length Uniform Loads Center DL 318:00 #/ft LL 32.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary. Beam Design OK Span= 8.50ft, Beam Width = 5.5001n x Depth = 7.51n, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.449 : 1 Deflection -0.1251n -0.137 in Deflection Maximum Moment 0.000 in 3.3 k -ft Maximum Shear 1.5 2.0 k Allowable 0.0 7.2 k -ft 819.1 Allowable Right Cantilever... 4.4 k Max. Positive Moment 3.25 k -ft at 4.250 ft Shear: @ Left 1.53 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.0 @ Right 1.53 k Max @ Left Support 0.00 k -ft 0.445 in Max. Right Reaction Camber: @ Left 0.000 In Max @ Right Support 0.00 k -ft Stress Caics @ Center 0.1871n Max. M allow 7,24 Reactions... @ Right 0.000 in fb 756.71 psi fv 47.63 psi Left DL 1.39 k Max 1.53 k Fb 1,684.94 psi Fv 106.25 psi Right DL 1.39 k Max 1.53 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.1251n -0.137 in Deflection 0.000 In 0.000 in ...Location 4.250 ft 4.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 819.1 746.28 Right Cantilever... 1.96 k Camber ( using 1.5 • D.L. Defl ) ... 18.491 in2 Deflection 0.000 in 0.000 In @ Center 0.187 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 In Bearing Length Req'd 0.445 in Max. Right Reaction 1.53 k @ Right 0.000 in Stress Caics Bending Analysis Ck 24.972 Le 4.118 ft Sxx 51.563 In3 Area 41.250 in2 Cf 1.000 Rb 3.501 CI 0.998 Iii Max Moment Sxx Reo'd Allowable fb @ Center 3.25 k -ft 23.16 In3 1,684.94 psi @ Left Support 0.00 k -ft 0.00 In3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 In3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.96 k 1.96 k Area Required 18.491 in2 18.491 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.53 k Bearing Length Req'd 0.445 in Max. Right Reaction 1.53 k Bearing Length Req'd 0.445 in Iii - 70 - Title : Job # Dsgnr: Date: 11:22AM, 1 OCT 07 Description: eW ces Scope Rev: 680004 User: KW -0601716, Ver 6.8.0, 1 -Dec -2003 General Timber Beam Page 2 (c)1983.2003 ENERCALC Engineering Software (della penta)07-1408-161.ecw:Calculallons Description R32 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.53 k 0.0000 in @ Right Cant, Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 70 - Title : Job # Dsgnr: Date: 11:22AM, 1 OCT 07 Description M4I&- Scope : Rev: 580004 User: KW -0601716, Ver 5.8.0, 1 -Dec -2003. Multi -Span Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Software (delle penla)07-1408.161.ecw:Caicuiailon Description R33 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V8 0.18 7.86 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1',800'.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 190.0 psi Load Duration Factor 1.250 Timber Member Information k Description 9.95 SPAN 1 SPAN 2 Span It 10.83 4.75 Timber Section 0.00 5.12543.5 5.125x13.5 Beam Width In 5.125 5.125 Beam Depth In 13.500 13.500 End Fixity 4.75 Pin - PlnPin - Free Le: Unbraced Length ft .2.00 4.75 Member Type 0.00 GluLam GluLam Loads -283.1 Shear k Live Load Used This Span ? Yes Yes Dead Load #/ft 108.00 108.00 Live Load #/ft 64.00 64:00 Dead Load Wit 245.00 Live Load #/ft 25.00 Start ft End it 10.830 4.750 Point #1 Dead Load lbs 3,697.00 Live Load lbs 862.00 @ X ft 4.750 Results Mmax @ Cntr in -k 0.6 0.0 @ X = ft 0.51 4.75 Max @ Left End in -k' 0.0 -283.1 Max @ Right End in -k -283.1 0.0 fb:Actual psi 1,818.9 1,818.9 Fb : Allowable psi 2,988.9 2,971.0 Bending OK Bending OK Shear @ Left k 0.21 5.38 Shear @ Right k 4.57 0.00 fv : Actual psi 88.1 112.4 Fv : Allowable psi 237.5 237.5 Shear OK Shear OK Reactions & Deflection DL @ Left k 0.18 7.86 LL @ Left k 0.04 2.09 Total @ Left k 0.21 9.95 DL @ Right k 7.86 0.00 LL @ Right k 2.09 0.00 Total @ Right k 9.95 0.00 Max. Deflection in 0.094 -0.426 @ X = ft 6.93 4.75 Query Values Location ft 0.00 0.00 Moment in -k 0.0 -283.1 Shear k 0.2 5.4 Deflection in 0.0000 0.0000 71- REFERENCE ._3116. DLL- • 79Tr J.5. LLL' �BIlIV 1 . . Z . . . . . wa>a z�C�31/�� ' ') yyzSC Z /� = 27sr 4 13010 Z?A rk,106 . . . 3 DLR = /&YO . LLR= DLL = DLR - LLL, LL USE DLL ` . DLR LLLa LL R= USE DL = DLR = L LL LL R = U5E SHEET YOUNG ENOINEERIN& SERVICES DATE JO5 NAME.: 7 2 -71-804 WILDCAT DR. SUITE C PALM DESERT, CA. 92211 BY: JO5 NO.: PH '160-560-5710 FAX 160-560-5"719 Title : Job # Dsgnr: Date: 11:22AM, 1 OCT 07 Description GC9 Scope Rey: 580004 User: KW -0601716, Ver 6.9.0,7 -Dec -2003 Multi -Span Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software (della penla)07-1408-181.ecw:Calculallons Description R34 General Information ftj Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V8 Max @ Left End Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,700.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 240.0 psi Load Duration Factor 1.250 Timber Member Information in -k Description span 1 span 2 Span ft 2.00 13.00 Timber Section 5.125x12 5.12542 Beam Width in 5.125 5.125 Beam Depth in 12.000 12.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 2.00 2.00 Member Type GluLam GluLam Loads 110.7 Fv : Allowable Live Load Used This Span ? Yes Yes Dead Load #/ft 244.00 244.00 Live Load #/ft 64.00 64.00 Dead Load @ Left #/ft 275.00 270.00 Dead Load @ Right #/ft 270.00 163.00 Live Load @ Left #/ft 220.00 210.00 Live Load @ Right#/ft 210.00 130.00 Start ft DL @ Right k End ft 2.000 9.200 Results 3.89 0.64 @ X = ftj 0.00 7.37 Max @ Left End In -k 0.0 -137.1 Max @ Right End in -k -137.1 0.0 fb : Actual psi 1,114.5 1,114.5 Fb : Allowable psi 2,989.6 2,989.6 Bending OK Bending OK Shear @ Left k 4.91 5.28 Shear @ Right k 6.50 2.28 fv : Actual psi 139.3 110.7 Fv : Allowable psi 300.0 300.0 Shear OK Shear OK Reactions & Deflection DL @ Left k -3.34 7.89 LL @ Left k -1.58 3.89 Total @ Left k -4.91 11.78 DL @ Right k 7.89 1.64 LL @ Right k 3.89 0.64 Total @ Right k 11.78 2.28 Max. Deflection in 0.004 -0.145 @X= ft 1.16 7.11 Query Values Location 't0.00 0.00 Moment in -k 0.0 -137.1 Shear k -4.9 5.3 Deflection in 0.0000 0.0000 - 7 3 - REFERENCE DLL LLL a . LR` /GAO I--,, 6'S"C � �/,,� ='po to USE X 2 y Fiel'a.S F� �x�(I F1.ex=() . Fi e.x = Z.) . . FL. , DLL y y DLR 'Wo Lor . . .. . . . . . USE uz Lai ./ . k=28.5 � rEjy�P . Y� . . . . . . . . . DLL .c TWO 2y �. DLR _ X15©64. LLL=%p(D r�4z8�4�=. S'/20 LL =/a8Z LL,` �5.31U = j?2 ✓y,,� a14a DLL DLR LLL .. LL R' USE 5HEET YOUNG ENGINEERING 5ER\/ICE5 DATE JOB NAME.: '1'I-804 WILDCAT DR. SUITE G % 4 PALM DESERT, CA. 92211 $Y: JOB NO.: PH "160-360-5'1'10 FAX •7b0-560-5'ilq Title : Job # Dsgnr: Date: 11:22AM, 1 OCT 07 Description e1 Scope: Rev: 580007 User:KW.0601716,Ver 5.8.0,1 -Dec -2003 Steel Beam Design Page 1 (c)1983.2003 ENERCALC Engineering Software (della pente)07.1408.161.ea+:Celculeilons Description F1 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 j Steel Section : W8X24 Pinned -Pinned Load Duration Factor 1.00 Center Span 9.25 ft Bm Wt. Added to Loads Elastic Modulus 29,000.Oksl Left Cant. 0.00 ft LL & ST Act Together End Fixity = Pinned -Pinned, Lu = 9.25ft, LDF = 1.000 Right Cant 0.00 ft Actual Lu : Unbraced Length 9.25 ft 7.637 k -ft Distributed Loads fb : Bending Stress Notel Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.330 Shear k/ft LL 0.360 fv : Shear Stress k/ft ST fv / Fv k/ft Start Location ft End Location 9.250 Shear @ Left 3.30 k ft Summary -0.024 -0.049 Using: WBX24 section, Span = 9.25ft, Fy = 50.0ksl 0.000 End Fixity = Pinned -Pinned, Lu = 9.25ft, LDF = 1.000 «_ These columns are Dead + Live Load placed as noted -» 0.000 Actual Allowable Moment 7.637 k -ft 52.250 k -ft fb : Bending Stress 4.385 ksi 30.0.00 ksi fb / Fb 0.146 : 1 k -ft Shear 3.302 k 38.857 k fv : Shear Stress 1.700 ksi 20.000 ksi fv / Fv 0.085 : 1 Max. M @ Right Beam OK Static Load Case Governs Stress Max. Deflection -0.049 in Length/DL Defl 4,564.8 : 1 . Length/(DL+LL Defl) 2,263.4 :1 Force & Stress Summary -0.024 -0.049 -0.049 0.000 0.000 in «_ These columns are Dead + Live Load placed as noted -» 0.000 DL LL LL+ST LL LL+ST Maximum Only Center Center Cants 0 Cants Max. M + 7.64 k -ft 3.79 7.64 k -ft Max. M - 0.000 0.000 k -ft Max. M @ Left Reaction @ Left 3.30 1.64 k -ft Max. M @ Right k k -ft Shear @ Left 3.30 k 1.64 3.30 k Shear @ Right 3.30 k 1.64 3.30 k Center Defl.-0.0491n -0.024 -0.049 -0.049 0.000 0.000 in Left Cant Defl 0.000ln 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 3.30 1.64 3.30 3.30 k Reaction @ Rt 3.30 1.64 3.30 3.30 k Fa caldd per Eq. E2-2, K*Ur> Cc I Beam, Major Axis, (102,000 * Cb / Fy)^.5 <= UrT <= (510,000 " Cb / Fy)^.5 , Fb per Eq. F1-6 I Beam, Major Axis, Fb per Eq. F1-8, Fb =12.000 Cb Af / (I * d) -75- Title Job # Dsgnr: Date: 11:22AM, 1 OCT 07 Description Scope: User: KW -0601715, Ver 5.6.0, 1-Dec-2oo3 Steel Beam Design Page 2 (c)1663.2003 ENERCALC Engineering Software (delta penta)07-1408-161.ecw:Celculations Description F1 Section Properties W8X24 Depth 7.930 in Weight 24.05 #/ft Web Thick 0.245 in Ixx 82.700 in4 Width 6.495 In lyy 18.3001n4 Flange Thick 0.400 In Sxx 20.900 in3 Area' 7.08 In2 Syy 5.630 in3 Rt 1.760 In R-xx 3.420 In Values for LRFD Design.... R-yy 1.610 in J 0.350 in4 Zx 23.100 in3 CW 259.00 in6 Zy 8.570 1n3 K 0.794 in - 76 - eR � Rev: 580007 User: KW -0601716, Ver 6.8.0, 1 -Dec -2003 (c)1963-2003 ENERCALC Engineering Sdware Description F2 Title : Dsgnr: Description Scope: Steel Beam Design Job # Date: 11:22AM, 1 OCT 07 Page 1 1406-161. emCalcu l atlons General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W16X100 Fy 50.00ksl Pinned -Pinned Load Duration Factor 1.00 Center Span 29.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0ksl Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 6.00 ft Distributed Loads Note] Short Term Loads Are WIND Loads. #1 DL 0.509 LL 0.555 ST Start Location End Location #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Point Loads Max. M + 234.64 k -ft Note[ Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 3.280 3.280 3.280 3.280 0,000 k Live Load 3.320 3.320 3.320 3.320 29.62 k k Short Term -0.826 In -0.421 Left Cant Defl k Location 5.000 11.000 17.000 23.000 0.000 ft Summary 0.000 Reaction @ Left 30.53 Beam OK Reaction @ Rt 29.62 15.16 Static Load Case Governs Stress Using: W16X100 section, Span = 29.00ft, Fy = 50.0ks] End Fixity = Pinned -Pinned, Lu = 6.00ft, LDF = 1.000 Actual Allowable 'Moment 234.639 k -ft 486.750 k -ft Max. Deflection -0.826 in fb : Bending Stress 15.908 ksi 33.000 ksi Length/DL Defl 825.7 :1 fb / Fb 0.482 : 1 Length/(DL+LL Defl) 421.5 :1 Shear 30.531 k 198.549 k fv : Shear Stress 3.075 ksi 20.000 ksi fv / Fv 0.154 :1. Force & Stress Summary Fa caldd per Eq. E2-1, K'Lh < Cc I Beam Passes Table B5,1, Fb per Eq. F1-1, Fb = 0.66 Fy «- These columns are Dead + LL LL+ST' Center Center 234.64 30.53 29.62 -0.826 0.000 0.000 0.000 30.53 29.62 _77_ -0.826 0.000 0.000 0.000 30.53 29.62 Live Load placed as noted -» LL DL Cants Maximum Only Max. M + 234.64 k -ft 119.81 Max. M - k -ft Max. M @ Left k Max. M @ Right k 0,000 Shear @ Left 30.53 k 15.61 Shear @ Right 29.62 k 15.16 Center Defl. -0.826 In -0.421 Left Cant Defl 0.000in 0.000 Right Cant Defl 0.000 in 0.000 ...Query Defl @ 0.000 ft 0.000 Reaction @ Left 30.53 15.61 Reaction @ Rt 29.62 15.16 Fa caldd per Eq. E2-1, K'Lh < Cc I Beam Passes Table B5,1, Fb per Eq. F1-1, Fb = 0.66 Fy «- These columns are Dead + LL LL+ST' Center Center 234.64 30.53 29.62 -0.826 0.000 0.000 0.000 30.53 29.62 _77_ -0.826 0.000 0.000 0.000 30.53 29.62 Live Load placed as noted -» LL LL+ST Cants 0 Cants k -ft k -ft k -ft k -ft k k 0,000 0.000 in 0.000 0.000 in 0.000 0.000 In 0.000 0.000 in k k Title : Job # Dsgnr: Date: 11:22AM, 1 OCT 07 Description Scope User.M-0801715, Ver 5.8.0,1 -Dec -2003 Steel Beam Design Page 2 (c)1983.2003 ENERCALC Engineering Software (delle penta)07-1408-161.ecw:Celculatlons Description F2 Section Properties VVI 6X100 Depth 16.970 In Weight 99.86 #/ft Web Thick 0.585 in Ixx 1,490.000 1n4 Width 10.425 In lyy 186.000 in4 Flange Thick 0.985 In Sxx 177.000 in3 Area 29.40In2 Syy 35.7001n3 Rt 2.810 In R-xx 7.100 in Values for LRFD Design.... R-yy 2.500 in J 7.730In4 Zx 200.000 In3 CW 11,900.00 in6 Zy 55.000 In3 K 1.690 in - 78 - eN cry Rev: 580007 User. KW-0801715, Ver 5.8.0, 1- (c)1983.2003 ENERCALC Engin Description F3 COMP Title : Dsgnr: Description Scope : Steel Beam Design Job # Date: 11:22AM, 1 OCT 07 Page 1 408-161.ecw:Ca Iculatlons General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 I Steel Section : W16X100 #2 #3 Fy 50.00ksi #5 #6 Pinned -Pinned Load Duration Factor 1.00 Center Span 29.00 it Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 it LL & ST Act Together 2.560 Right Cant 0.00 ft 1.882 1.725 Lu : Unbraced Length 6.00 ft 223.21 k -ft 123.18 Distributed Loads -4.497 4.422 Notel Short Term Loads Are WIND Loads. - Location 5.000 #1 #2 #3 #4 #5 #6 #7 DL 0.392 0.214 0.214 k/ft LL 0.428 0.160 0.160 k/ft ST I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy k/ft Start Location 35.40 k 23.330 ft End Location 4.580 29.000 ft Point Loads Notel Short Term Loads Are WIND Loads. I #1 #2 #3 #4 #5 #6 #7 Dead Load 2.530 2.530 2.530 2.530 5.120 4.755 k Live Load 2.560 2.560 2.560 2.560 1.882 1.725 k Short Term 223.21 k -ft 123.18 223.21 -4.497 4.422 4':497 k - Location 5.000 11.000 17.000 23.000 23.330 4.580 28.500 ft Using: W16X100 section, Span = 29.00ft, Fy = 50.Oksi End Fixity = Pinned -Pinned, Lu = 6.00ft, LDF = 1.000 Actual Allowable Moment 223.209 k -ft 486.750 k -ft fb : Bending Stress 15.133 ksi 33.000 ksi fb / Fb 0.459 :1 Shear 35.402 k 198.549 k fv : Shear Stress 3.566 ksi 20.000 ksi fv / Fv 0.178 :1 Beam OK Static Load Case Governs Stress Max. Deflection -0.805 in Length/DL Defl 778.3 :1 Length/(DL+LL Defl) 432.4 :1 Force & Stress Summary -0.447 -0.805 -0.800 0.000 0.000 in Left Cant Defl 0.000in 0.000 «_ These columns are Dead + Live Load placed as noted ->> 0.000 0.000 DL LL LL+ST LL LL+ST 0.000 Maximum Only 0 Center na Center Cants Cants Max. M + 223.21 k -ft 123.18 223.21 221.68 k -ft Max. M - k Reaction @ Rt 33.37 18.06 k -ft Max. M @ Left k Fa caic'd per Eq. E2-1, K*Ur < Cc k -ft Max. M @ Right I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy k -ft Shear @ Left 35.40 k 18.39 32.48 35.40 k Shear @ Right 33.37 k 18.06 31.87 33.37 k Center Defl. -0.805 in -0.447 -0.805 -0.800 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 35.40 18.39 32.48 35.40 k Reaction @ Rt 33.37 18.06 31.87 33.37 k Fa caic'd per Eq. E2-1, K*Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy _79- our+e IN FER1146 5=RJ Title : Dsgnr: Description Scope: Job # Date: 11:22AM, 1 OCT 07 User. KW -0801716, Ver 6.8.0, 1 -Dec -2003 Steel Beam Design Page 2 (c)1983.2003 ENERCALC Englneering Sollware (delle penla)07.1408-161.eew:Calculallons Description F3 COMP Section Properties M 6X100 Depth 16.970 in Weight 99.86 #/ft Web Thick 0.585 in Ixx 1,490.000 in4 Width 10.425 In lyy 186.000 in4 Flange Thick 0.985 In Sxx 177.000 In3 Area 29.40 in2 Syy 35.700 In3 Rt 2.810 in R-xx 7.100 In Values for LRFD Design.... R-yy 2.500 in J 7.730 IM Zx 200.000 In3 Cw 11,900.00 in6 Zy 55.000 In3 K 1.690 1n 111HII.- Description F3 TEN. .]General Information Title: Dsgnr: Description Scope Steel Beam Design Job # Date: 11:22AM, 1 OCT 07 Page 1 408-161. emCalculall ons Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W16X100 #2 #3 Fy 50.00ksi #5 #6 Pinned -Pinned Load Duration Factor 1.00 Center Span 29.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0ksi Left Cant. 0.00 it LL & ST Act Together 2.560 Right Cant 0.00 it 1.882 1.725 Lu : Unbraced Length 6.00 ft Max. Deflection -0.810 in Distributed Loads 4,497 -4.422 Notel Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.392 0.214 0.214 k/ft LL 0.428 0.160 0.160 k/ft ST I Beam Passes Table 65. 1, Fb per Eq. F1-1, Fb = 0.66 Fy k/ft Start Location Shear @ Left 23.330 It End Location 4.580 29.000 ft Point.Loads Note] Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 2.530. 2.530 2.530 2.530 5.120 4.755 k Live Load 2.560 2.560 2.560 2.560 1.882 1.725 k Short Term Max. Deflection -0.810 in fb : Bending Stress 15.402 ksi 4,497 -4.422 -4:497 k Location 5.000 11.000 17.000 23.000 23.330 4.580 28.500 ft summary -0.447 -0.805 Beam OK 0.000 0.000 in Short Term Load Case Governs Stress Using: W16X100 section, Span = 29.00ft, Fy = 50.0ksl 0.000 0.000 DL End Fixity = Pinned -Pinned, Lu = 6.0Dft, LDF = 1.000 LL+ST LL LL+ST 0.000 Actual Allowable Center Center Cants Moment 227.184 k -ft 486,750 k -ft Max. Deflection -0.810 in fb : Bending Stress 15.402 ksi 33.000 ksi Length/DL Defl 778.3 : 1 fb / Fb 0.467 : 1 k Length/(DL+LL Defl) 429.6 :1 Shear 32.480 k 198.549 k k fv : Shear Stress 3.272 ksi 20.000 ksl k -ft Max. M @ Right fv / Fv 0.164 : 1 I Beam Passes Table 65. 1, Fb per Eq. F1-1, Fb = 0.66 Fy Force & Stress Summary -0.447 -0.805 ' 0.000 0.000 in Left Cant Defl 0.000 in 0.000 <<- These columns are Dead + Live Load placed as noted-» 0.000 0.000 DL LL LL+ST LL LL+ST 0.000 Maximum Only Center Center Cants Cants Max. M + .227.18 k -ft 123.18 223.21 227.18 k -ft Max. M - k Reaction @ Rt 31.87 18.06 k -ft Max. M @ Left k Fa calc'd per Eq. E2-1, K'L/r < Cc k -ft Max. M @ Right I Beam Passes Table 65. 1, Fb per Eq. F1-1, Fb = 0.66 Fy k -ft Shear @ Left 32.48 k 18.39 32.48 29.56 k Shear @ Right 31.87 k 18.06 31.87 30.37 k Center Defl. -0.810 in -0.447 -0.805 -0.810 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 32.48 18.39 32.48 29.56 k Reaction @ Rt 31.87 18.06 31.87 30.37 k Fa calc'd per Eq. E2-1, K'L/r < Cc I Beam Passes Table 65. 1, Fb per Eq. F1-1, Fb = 0.66 Fy mr-M! (c)1983.2003 ENERCALC Engineering Software Description F3 TEN.. Title : Job # Dsgnr: Date: 11:22AM, 1 OCT 07 Description Scope Steel Beam Design Page 2 408.161. emCalcula lions Section Properties W16X100 Depth 16.970 in Weight 99.86 #/ft Web Thick 0.585 in Ixx 1,490.000 In4 Width 10.425 In lyy 186.000, In4 Flange Thick 0.985 In Sxx 177.000 in3 Area 29.40 int Syy 35.700 in3 Rt 2.810 in R-xx 7.100 in Values for LRFD Design.... R-yy 2.500. In J 7.7301n4 Zx 200.000In3 CW 11,900.00 in6 Zy 55.000 In3 K 1.690 1n 82-- � d rn . . . ... . A . m H . .. . ... ra A . .M z to a ki Q It S t rr para n F.rU^1 r l7 K, \ r V N r r v VN .N .N V to f . I) . . u �► U (� N N N `" _ .. �. . . . r t� rn �, .ti x . . u . NA i V. �, W p �- _ • - N �. . 1 v 000GiIt • lb, rtl m r z �,� t� w t mo(,; zb 1) .� k oD UM D'uA v p It ,� xutn- NN U� 'nd� w rn rn . rn. rn .. . . . . . . rn . o A N rn N F A F� Fv �v A• n n `- _ 1 A n n (A n n n n a\ . . w I y Title : Job # Dsgnr: Date: 11:22AM, 1 OCT 07 Description ; eN Scope Rtl�I1 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Multi -Span Steel Beam age 1 (c11983V:YOYU.200IY3 ENERCALC Engineering Software (della penta(07-1408-161.ecw:Calculallons Description F4 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy - Yield Stress 1.77 36.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span Information 0.91 Reactions... Description 3.36 SPAN 1 SPAN 2 Span ft 6.33 4.42 Steel Section 4.79 W16X31 W16X31 End Fixity 0.64 Pin -Pin Pin -Pin Unbraced Length ft 6.33 4.42 Loads 0.91 -Total @ Right k Live Load Used This Span 7 Yes Yes Dead Load k/ft 0.488 0.488 Live Load k/ft 0.207 0.207 Point #1 DL k 18.060 LL k 15.310 @ X ft 6.330 Point #2 DL k 1.723 LL k 0.720 @ X ft 6.330 Point #3 DL k 7.072 LL k @ X It 6.330 Results Mmax @ Cntr k -ft 2.24 0.60 @ X = ft 2.53 3.09 Max @ Left End k -ft 0.00 -2.75 Max @ Right End k -ft -2.75 0.00 fb : Actual psi 698.1 698.1 Fb : Allowable psi 21,600.0 23,760.0 Bending OK Sending OK fv : Actual psi 603.1 494.1 Fv : Allowable psi 14,400.0 14,400.0 Reactions 8r Deflections Shear @ Left k 1.77 2.16 Shear @ Right k 2.63 0.91 Reactions... 1.24 3.36 DL @ Left k 0.53 1.43 LL @ Left k 1.77 4.79 Total @ Left k 3.36 0.64 DL @ Right k 1.43 0.27 LL @ Right k 4.79 0.91 -Total @ Right k -0.001 0.000 Max. Deflection in 2.83 0.80 @ X = ft 61,528.9 628328.8 Span/Deflection Ratio Location ftj 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k1.77 2.16 0.00 0.00 0.00 0.00 0.00 0.00 Moment k -ft 0.00 -2.75 0.00 0.00 0.00 0.00 0.00 0.00 Max. Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 -84.- LERIO11- =.IN E ERINIV SERV ERI M-0601715, Vol 5.8.0, 1 -De (c)1983.2003 ENERCALC Engineei Description F5 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 11:22AM, 1 OCT 07 Page 1 General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Prlim: 5.25x11.875 Center Span 3.33 ft .....Lu 1.33 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads - 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 Wood Density 35.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 362.00 #/ft LL 245.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 3.33ft, Beam Width = 5.2501n x Depth = 11.8751n, Ends are Pln-Pin Max Stress Ratio Dead Load 0.035 : 1 Left Cantilever... Dead Load Total Load Maximum Moment -0.001 in 0.9 k -ft Maximum Shear * 1.5 0.6 k Allowable 1.665 ft 29.8 k -ft Allowable 0.0 18.1 k Max. Positive Moment 0.86 k -ft at 1.665 ft Shear: @ Left 1.04 k Max. Negative Moment 0.00 k -ft at 3.330 ft @ Right 1.04 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft 0.000 in @ Center 0.001 In Max. M allow 29.77Reactions... @ Right 0.000 in @ Right 0.000 in fb 83.87 psi fv 10.17 psi Left DL 0.63 k Max 1.04 k Fb 2,894.96 psi Fv 290.00 psi Right DL 0.63 k Max 1.04 k I 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 1.665 ft 1.665 ft ...Length/Deft 0.0 0.0 ...Length/Deft 56,113.7 34,016.45 Right Cantilever... 0.63 k Camber ( using 1.5 * D.L. Defl ) ... 2.186 in2 Deflection 0.000 In 0.000 in @ Center 0.001 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.304 in Max. Right Reaction 1.04 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.298 Le 2.739 ft Sxx 123.389 in3 Area 62.344 in2 Cf 1.000 Rb 3.764 Cl 0.998 - 8 5 - Max Moment Sxx Red'd Allowable fb @ Center '0.86 k -ft 3.57 in3 2,894.96 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 0.63 k 0.63 k Area Required 2.186 in2 2.186 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 1.04 k Bearing Length Req'd 0.304 in Max. Right Reaction 1.04 k Bearing Length Req'd 0.304 in - 8 5 - CUN6 IN CC-MINO Title : Dsgnr: Description Scope : Job # Date: 11:22AM, 1 OCT 07 User:KW0801715,Ver5.8.0,1-Dec-2003 General Timber Beam Page 2 M (c)1983.2003 ENERCALC Engineering Software (della pence)07.1408-181.ecw:Calculetlons Description . F5 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.04 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In @ Left Cant. Location = 0.00 it 0.00 k -ft 0.00 k . 0.0000 in 8'6 - ew c� Rev: 580004 User. KW -0801715. Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering So9were Description F6 Title : Dsgnr: Description Scope : General Timber Beam -Job # Date: 11:22AM, 1 OCT 07 Page 1 -1408-161. emCa Icula Ilons General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Prlim: 5.25x11.875 Center Span 4.33 ft .....Lu 1.33 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 it Beam Depth 11.875 In Right Cantilever ft .....Lu 0.00 It Member Type Manuf/So.Pine Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads 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 Wood Density 35.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 219.00 #/ft LL 214.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft' Span= 4:33ft, Beam Width = 5.2501n x Depth = 11.8751n, Ends are Pin -Pin Max Stress Ratio 0.044 : 1 Maximum Moment 1.1 k -ft Maximum Shear * 1. Allowable 29.8 k -ft Allowable Max. Positive Moment 1.05 k -ft at 2.165 ft Shear: Max. Negative Moment 0.00 k -ft at 4.330 ft Max @ Left Support 0.00 k -ft Camber. Max @ Right Support 0.00 k -ft Max. M allow 29.77 Reactions... fb 102.15 psl fv 12.70 psi Left DL Fb 2,894.96 psi Fv 290.00 psi Right DL Deflections Beam Design OK 5 0.8 k 18.1 k @ Left 0:97 k @ Right 0.97 k @ Left 0.000 in @ Center 0.0021n @ Right 0.000 in 0.51 k Max 0.97 k 0.51 k Max 0.97 k center span... ueao Loaa I otal Loaa Lett Ganinever... UeaO LOW I o[al LOW Deflection -0.001 in -0.002 1n Deflection 0.000 In 0.000 in ...Location 2.165 ft 2.165 It ...Length/Deft 0.0 0.0 ...Length/Deft 41,110.8 21,479.74 Right Cantilever... Camber ( using 1.5 ` D.L. Defl ) ... Deflection 0.000 in 0.000 In @ Center 0.002 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.298 Le 2.739 It Sxx 123.389 in3 Area 62.344 in2 Cf 1.000 Rb 3.764 Cl 0.998 Max Moment Sxx Req'd Allowable fb @ Center 1.05 k -ft 4.35 in3 2,894.96 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 0.79 k 0.79 k Area Required 2.730 Int 2.730 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 0.97 k Bearing Length Req'd 0.284 in Max. Right Reaction 0.97 k Bearing Length Req'd 0.284 in -8.7- 0.51 k Max 0.97 k 0.51 k Max 0.97 k center span... ueao Loaa I otal Loaa Lett Ganinever... UeaO LOW I o[al LOW Deflection -0.001 in -0.002 1n Deflection 0.000 In 0.000 in ...Location 2.165 ft 2.165 It ...Length/Deft 0.0 0.0 ...Length/Deft 41,110.8 21,479.74 Right Cantilever... Camber ( using 1.5 ` D.L. Defl ) ... Deflection 0.000 in 0.000 In @ Center 0.002 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.298 Le 2.739 It Sxx 123.389 in3 Area 62.344 in2 Cf 1.000 Rb 3.764 Cl 0.998 Max Moment Sxx Req'd Allowable fb @ Center 1.05 k -ft 4.35 in3 2,894.96 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 0.79 k 0.79 k Area Required 2.730 Int 2.730 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 0.97 k Bearing Length Req'd 0.284 in Max. Right Reaction 0.97 k Bearing Length Req'd 0.284 in -8.7- Max Moment Sxx Req'd Allowable fb @ Center 1.05 k -ft 4.35 in3 2,894.96 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 0.79 k 0.79 k Area Required 2.730 Int 2.730 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 0.97 k Bearing Length Req'd 0.284 in Max. Right Reaction 0.97 k Bearing Length Req'd 0.284 in -8.7- -8.7- er1 c� Rev: 580004 User: KW -0801716, Ver 5.8.0, 1 -Dec -2003 (c )1883-2003 ENERCALC Engineering Software Description F6 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 11:22AM, 1 OCT 07 Page 2 1408-161.ecw:Celculellons LQuery Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.97 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in EME Title : Job # Dsgnr: Date: 11:22AM, 1 OCT 07 Description Scope: User: WV -0Z01715,Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 1 (c)tg83-2003 ENERCALC Engineering Software (della penta)07-1408-161.eew:Calcula0ons Description F7 General Information Dead Load. Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Prllm: 5.25x11.875 Center Span 12.25 ft .....Lu 1.33 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 In Right Cantilever ft ...Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, Parallam 2.0E Bm WL Added to Loads 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 Wood Density 35.000 pcf E 2,000.0 ksl Full Length Uniform Loads Center DL 28.00 #/ft LL 27.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 214.0 lbs lbs lbs lbs lbs lbs lbs ...distance 1.670 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span=12.25ft, Beam Width = 5.2501n x Depth = 11.8751n, Ends are Pin -Pin Max Stress Ratio 0.082 : 1 Maximum Moment 2.0 k -ft Maximum Shear * 1. Allowable 29.8 k -ft Allowable Max. Positive Moment 1.99 k -ft at 4.704 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Camber: 'Max @ Right Support 0.00 k -ft Max. M allow 29.77 Reactions... fb 193.22 psi fv 23.67 psi Left DL 0.70 k Fb 2,894.96 psi Fv 290.00 psi Right DL 0.33 k Deflections Center Span... Dead Load. Deflection -0.024 in ...Location 5.782 ft ...Length/Deft 6,091.9 Camber ( using 1.5 * D.L. Deft ) ... @ Center 0.036 In @ Left 0.000 in @ Right 0.000 In -0.0371n Deflection 5.831 ft ...Length/Deft 3,936.30 Right Cantilever... Deflection ...Length/Deft Beam Design OK 5 1.5 k 18.1 k @ Left 1.05 k @ Right 0.53 k @ Left 0.000in @ Center 0.0361n @ Right 0.000in Max 1.05 k Max 0.53 k 0.000 in 0.000 In 0.0 0.0 0.000 in 0.000 In 0.0 0.0 0.000 in 0.000 In 0.0 0.0 0.000 in 0.000 In 0.0 0.0 none Title: Dsgnr: Description Scope: Job is Date: 11:22AM, 1 OCT 07 rse oouuuv Page 2 userx22043 715, NERCVer li.Enaln erinaS3 General Timber Beam g Ic11983-2003 ENERCALC Enalneerina Software (della penle)07-1408-181.ecw:Calculatlons Description F7 Stress Calcs Bending Analysis Ck 21.298 Le 2.739 ft Sxx 123.389 in3 Area 62.344 in2 Cf 1.000 Rb 3.764 Cl 0.998 Max Moment Sxx Reg' d Allowable fb @.Center 1.99 k -ft 8.24 in3 2,894.96 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 1.48 k 0.69 k Area Required 5.088 in2 2.375 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 1.05 k Bearing Length Req'd 0.308 in Max. Right Reaction 0.53 k Bearing Length Req'd 0.155 in Query Values M, V, & D'@ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.05 k 0:0000 In @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0:00 k -ft 0.00 k 0.0000 in r REFERENCE Livi, vL1. DLL 341 . . . . . . . . LLL. a3) MVV yli PsC DLR .= 3 SCJ. LLR= 33 % USE DLL LLL yo /.a3J .. S% �c, yL3 epsoc. - 3 f.7 , .LLQ si� . USE rY V/i7/t. - raL . DLR = '72--�- . LLR= '"4. L-6.1 DL 7L9 DLL= y. LLP. YO LIP Gai,r . wY. eg*Lv x a �. . . w�AI v3 PFz . pLL = �zzti f?,s' DLR = ii aso rJ�= tel` LLLLL �b y/Lh � 47 IN, h'yat,a R= �oo8a l7�rr� f x7L q/i) ; aoY�lr y/Lizab7� c'i6c- tiDGrl•L+/L � �•b�i,-7,7�Pf.p. .e`Muz./(��'f�i., a 72ral.F . . wLO��Mf�1°,c�/i� Z'a•Tii�.:l/I��F. -�Fjoc� 333 cL=. ��s . U5E � W. >b 40 ci 2SfL) a7S7 F. ?p-140, , 7Z5' to = �� SHEET YOUNG ENGINEERING SERVICES DATE JOB NAME.: 9 1 - 77-804 WILDCAT OR. SUITE C BY: JOB NO.: PALM DESERT, CA. 42211 PH '160-B60-5'170 FAX 760-5b0-5-119 Title : Job # Dsgnr: Date: 11:22AM, 1 OCT 07 Description Scope: User: KW -0601 715, ver 5.8.0,1 -Dec -2003 General Timber Beam Page 1 (c)1083ten.:ao�,.2003� ENERCALC Enalneerina Software (delle penia)07.1408.161.ecw:Celculallons Description F8 General Information 0.043 : 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA.5000. Base allowables are user defined Section Name Prllm: 5.25x11.875 Center Span 6.75 ft .....Lu 1.33 ft Beam Width 5.250 In Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 In Right Cantilever ft .....Lu 0.00 ft Member Type Manuf/So.Plne Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads ...Length/Defl 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 Wood Density 35.000 pcf E 2,000.0 ksl [Full Length Uniform Loads Center DL 103.00 #/ft LL 100.00 #f/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 6:75ft, Beam Width = 5.2501n x Depth = 11.8751n, Ends are Pin -Pin Max Stress Ratio 0.043 : 1 Total Load Left Cantilever... Dead Load Total Load Maximum Moment -0.0041n 1.2 k -ft Maximum Shear * 1.5 0.8 k Allowable 3.375 ft 29.8 k -ft ...Length/Defl 'Allowable 0.0 18.1 k Max. Positive Moment 1.24 k -ft at 3.375 ft Shear: @ Left 0.74 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Center @ Right 0.74 k Max @ Left Support 0.00 k -ft 0.0 @ Left Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Right 0.000 In @ Center 0.0061n Max. M allow 29.77 Reactions... @ Right 0.000 in fb 120.83 psi fv 12.61 psi Left DL 0.40 k Max 0.74 k Fb 2,894.96 psi Fv 290.00 psi Right DL 0.40 k Max 0.74 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.0041n -0.007 in Deflection 0.000 in 0.000 in ...Location 3.375 ft 3.375 ft ...Length/Defl 0.0 0.0 ...Length/Defl 21,506.2. 11,647.87 Right Cantilever... 0.79 k Camber ( using 1.5 D.L. Deft ) ... 2.711 in2 Deflection 0.000 In 0.000 in @ Center 0.006 in Bearing @ Supports ...Length/Defl 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.216 in Max, Right Reaction 0.74 k @ Right 0.000 In Stress Caics Bending Analysis Ck 21.298 Le 2.739 ft Sxx 123.389 in3 Area 62.344 in2 Cf 1.000 Rb 3.764 Cl 0.998 _92_ .Max Moment Sxx Reg' d Allowable fb @ Center 1.24 k -ft 5.15 in3 2,894.96 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 0.79 k 0.79 k Area Required 2.711 in2 2.711 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 0.74 k Bearing Length Req'd 0.216 in Max, Right Reaction 0.74 k Bearing Length Req'd 0.216 in _92_ I _93_ b Title : Job # ' Dsgnr: Date: 11:22AM, 1 OCT 07 Description Scope Rev: 680004 User: KW -0601 715, Ver 6.8.0, 1 -Dec -2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software (delta penta)07.1408-181.ecw:Catculatlons Description F8 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.74 k 0.0000 in @ Right Cant. Location =• 0.00 ft 0.00 k -ft 0.00 k 0.0000 In @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In I _93_ b DUNG INEERIN(S S.KV Title : Dsgnr: Description Scope : Job # Date: 11:22AM, 1 OCT 07 User: KW0501715, Ver 5.8.0.1 -Dec -2003 General Timber Beam age 1 (c)1983-2003 ENERCALC Englneedng Software (delle penta)07-1408-181.ecw:Celculallons Description F9 General Information 0.163 : 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Prllm: 5.25x11.875 Center Span 12.00 ft .....Lu 5.25 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 In Right Cantilever ft ...Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads 29.6 k -ft 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 Wood Density 35.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 55.00 #/ft LL 54.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point.Loads Live Load 463.0 lbs 337.0 lbs lbs lbs lbs lbs:. lbs ...distance 1.500 ft 7.250 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 12.00ft, Beam Width = 5.2501n x Depth = 11.8751n, Ends are Pin -Pin Max Stress Ratio 0.163 : 1 Total Load Left Cantilever... Dead Load Total Load Maximum Moment -0.046 in 4.8 k -ft Maximum Shear * 1.5 2.6 k Allowable 6.000 ft 29.6 k -ft 0.0 Allowable ...Length/Defl 18.1 k Max. Positive Moment 4.83 k -ft at 7.248 ft Shear. @ Left 1.89 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.069 in @ Right 1.31 k Max @ Left Support 0.00 k -ft @ Left 0.000 In Camber: @ Left 0.000 in Max @ Right Support '0.00 k -ft 0.000 In @ Center 0.0691n Max. M allow 29.59Reactions... @ Right 0.0001n fb 469.33 psi fv 42.49 psi Left DL 1.02 k Max 1.89k Fb 2,878.09 psi Fv 290.00 psi Right DL 0.73 k Max 1.31 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.046 in -0.084 in Deflection 0.000 in 0.000 in ...Location 6.000 ft 6.000 ft ...Length/Deft 0.0 0.0 ...Length/Defl 3,120.0 1,714.15 Right Cantilever..: Camber ( using 1.5 * D.L. Defi ) ... Deflection 0.000 in 0.000 in @ Center 0.069 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In 94- OUN6 �.INC'L'NINtU !:RV Title : Dsgnr: Description Scope : Job # Date: 11:22AM, 1 OCT 07 User.KW-08017,5, Ver 5.8.0.,-oec-2003 General Timber Beam Page 2 (c)1983.2003 ENERCALC Engineering Software (della penia)07-`1408 Description F9 Stress Calcs Bending Analysis Ck 21.298 Le 10.811 ft Sxx 123.3891n3 " Area 62.344 Int Cf 1.000 Rb 7.478 CI 0.992 - 95 - Max Moment Sxx Rea' d Allowable fb @ Center 4.83 k -ft 20.12 In3 2,878.09 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 2.65 k 1.79 k Area Required 9.134 1n2 6.164 int Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 1.89 k Bearing Length Req'd 0.552 in Max. Right Reaction 1.31 k Bearing Length Req'd 0.384 In Query Values M V, &.D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.89 k 0:0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0:0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In - 95 - OUNG' IIIINEERINf 51'R`/ Title : Dsgnr: Description Scope : Job # Date: 11:22AM, 1 OCT 07 User: KIN -0601715, Ver 5.8.0,1 -Dec -2003 General Timber Beam Page 1 (.)1983.2003 ENERCALC Engineering Software (della penia)07-1408.161.ecw:Calculalions Description F10 General Information Span= 3.83ft, Beam Width = 5.2501n x Depth = 11.8751n, Ends are Pin -Pin Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Prllm: 5.25x11:875 Center Span 3.83 ft .....Lu 1.33 ft Beam Width 5.2501n Left Cantilever ft .....Lu 0.00 ft Beam Depth 11,875 In Right Cantilever ft ... , .Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads 1.9 k -ft Fb Base Allow psi Load Dur: Factor 1.000 _.2,900.0 Fv Allow 290.0 psi Beam End Fixity Pln-Pin Fc Allow 650.0 psi Wood Density 35.000pcf E 2,000.0ksi Full Length Uniform.Loads Center DL 41.00 #/ft LL 40.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 863.0 lbs lbs lbs lbs lbs lbs lbs ...distance 2.330 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft . Beam Design OK M. Span= 3.83ft, Beam Width = 5.2501n x Depth = 11.8751n, Ends are Pin -Pin Max Stress Ratio 0.103 : 1 Maximum Moment 1.9 k -ft Maximum Shear * 1.5 1.9 k Allowable 29.8 k -ft Allowable 18.1 k Max. Positive Moment 1.89 k -ft at 2.329 ft Shear. @ Left 0.92 k Max. Negative Moment 0.00 k -ft at 3.830 ft @ Right 1.33 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 In Max @ Right Support 0.00 k -ft @ Center 0.0021n Max. M allow 29.77Reactions... @ Right 0.000 in fb 183.54 psi fv 29.75 psi Left DL 0.51 k Max 10.92 k Fb 2,894.96 psi Fv 290.00 psi Right DL 0.73 k Max 1.33 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.0021n -0.003 In Deflection 0.000 in 0.000 in ...Location 2.022 ft 2.022 ft ...Length/Deft 0.0 0.0 ...Length/Deft 30,437.2 16,648.23 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 In 0.000 in @ Center 0.002 In ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in M. 1- Title l INC CRI : - Dsgnr: Description Scope : Job # Date: 11:22AM, 1 OCT 07 User. KW 0801715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 2 (01983.20D3 ENERCAW Engineering Software (delle penia)D7.1408.181.ecw:Calculallons Description F10 Stress Calcs Bending Analysis Ck 21.298 Le 2.739 ft Sxx 123.389 In3 Area 62.344 int Cf 1.000 Rb 3.764 Cl 0.998 9T- Max Moment Sxx Reg' d Allowable fb @ Center 1.89 k -ft 7.82 In3 2,894.96 psi @ Left Support 0.00 k -ft 0.00 ln3 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 1.24 k 1.85 k Area Required 4.283 in2 6.396 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Readion 0.92 k Bearing Length Req'd 0.270.in Max. Right' Reaction 1.33 k Bearing Length Req'd 0.390 In Query Values M, V; &'D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.92 k 0:0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0:00 k 0:0000 In @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00-k 0.0000 In 9T- OU - III=•INURINC, 5'_'fiV Title : Dsgnr: Description Scope: Job # Date: 11:22AM, 1 OCT 07 User: Kw -0601716, Ver 5.8.0, 1 -Dec -2003 Steel Beam Design Page 1 (c)1883-2003 ENERCALC Engineering Software (della penia)07-1408.161.ecw:Calculatlons Description F11 General Information Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1 Steel Section : W12X65 7.826 -0.442 Fy 50.00ksl Live Load 0.195 0.586 6.400 2.703 Pinned -Pinned Load Duration Factor 1.00 Center Span 17.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together ft Right Cant 0.00 ft Max. M + Beam OK Lu : Unbraced Length 1.33 ft Static Load Case Governs Stress Distributed Loads -0.00 -0.00 Notel Short Term Loads Are WIND Loads. #1 #2 #3 #4 #'5 #6 #7 DL 0.279 0.692 0.585 0.309 k/ft LL 0.273 0.675 0.570 0.072 k/ft ST 30.000 ksi Length/DL Defl k/ft Start Location 6.330 10.750 ft End Location 6.330 10.750 17.500 9.330 ft Point Loads Notel Short Term Loads Are WIND Loads. Dead Load 0.333 0.725 2.400 7.826 -0.442 k Live Load 0.195 0.586 6.400 2.703 Left Cant Defl 0.000in k Short Term 0.000 DL k Location 6.330 10.750 9.330. 7.670 Maximum ft Summary Cants Max. M + Beam OK 75.55 134.90 Static Load Case Governs Stress Using: W12X65 section, Span = 17.50ft, Fy = 50.Oksi -0.00 -0.00 k -ft End Fixity = Pinned -Pinned, Lu = 1.33ft, LDF =1.000 k Reaction @ Rt 21.69 11.61 Actual Allowable k Moment 134.903 k -ft 219.750 k -ft Max. Deflection -0.442 in fb : Bending Stress 18.417 ksi 30.000 ksi Length/DL Defl 863.2 :1 fb / Fb 0.614 : 1 11.61 21.69 k Length/(DL+LL Deft) 475.3 : 1 Shear 21.691 k 94.536 k fv : Shear Stress 4.589 ksi 20.000 ksl fv / Fv 0.229 : 1 Force & Stress Summary -0.243 -0.442 -0.442 0.000 0.000 in Left Cant Defl 0.000in <<- These columns are Dead + Live Load placed as noted -» 0.000 0.000 DL LL LL+ST LL LL+ST 0.000 Maximum Only Center Center Cants Cants Max. M + 134.90 k -ft 75.55 134.90 k -ft Max. M - Reaction @ Left 21.50 -0.00 -0.00 k -ft Max. M @ Left k Reaction @ Rt 21.69 11.61 k -ft Max. M @ Right k Fa calc'd per Eq. E2-1, K'L/r < Cc k -ft Shear @ Left 21.50 k 12.46 21.50 k Shear @ Right 21.69 k 11.61 21.69 k Center Defl.-0.442 In -0.243 -0.442 -0.442 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 21.50 12.46 21.50 21.50 k Reaction @ Rt 21.69 11.61 21.69 21.69 k Fa calc'd per Eq. E2-1, K'L/r < Cc I Beam Passes Table B5.1 but Non -Compact, Fb Per Eq, F1-4 - 98 - a cr9 Rev: 680007 User: M-0601715. Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Safiwere Description F11 Title : Dsgnr: Description Scope: Steel Beam Design Job # Date: 11:22AM, 1 OCT 07 Page 2 408.161. emCa Icuia Ilons Section Properties M2X65 Depth 12.120 In Weight 64.88 #!ft Web Thick 0.390 in Ixx 533.000 Ino Width 12.000 In Iyy 174.000 IM Flange Thick 0.605 In Sxx 87.900 In3 Area 19.101n2 Syy 29.100 In3 Rt 3.280 In R-xx 5.280 in Values for LRFD Design...: R-yy 3.020 In J 2.180 IM Zx 96.800 In3 Cw 5,770.00 in6 ?y 44.100 In3 K 1.200 in wM1 oILS-096-09L :<Nd ULLS-vYb-UyL nd IILZv "a7 "12135�a 'r•I'1Nd V 9.Lfng "NO —'Y'143 -11M 409 -LL S� �li�Z+.S �h112�5�hll�hl3 9NflO.l _ I l'2HVN 90r 21va his 2sn -jV✓ Z = X017 v> + ( Q / �- ��s �,� Ph h?122 "T1 Ahf l' 9•Q2 h. = ata � 99$1 • _ �-ta Jnr•v7 is ---r, i'Z� � � Al . . SJR . x�%s' 3sn b/! '� 9 'ia I . . . . . . . . . . . . . . . h/ • at �� Vis, 3sn J ej �-la -7 . . 3s(1 It . +/7/ �cZZ C iib%'� �. (�yr•s +! f 41 i Of' aM►n :Y -7d /7/1 = r 4. r4.i 21h � j7.•i� � x � � 4 �.x tin .. Z� T4�►4d Z:' nspl 3�N3�J��J Title : Job # Dsgnr: Date: 2:55PM, 13 DEC 07 • Description Scope: [LR,,v580?0'0 W061715, Ver 5.8.0, 1 -Nov -zoos Steel B@a111 Q@SIgl1 Page 1 -2008 ENERCALC Engineering Software (della penia)07.1408.181.ecw:Calculatians Description (F12) COMP. General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1 Steel Section: W1 8X60 -0.228 -0.399 -0.425 Fy • 50.00ksi 0.000 in Left Cant Defl 0.000 In Pinned -Pinned 0.000 Load Duration Factor 1.00 Center Span 24.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Cants Right Cant 0.00 It 114.07 125.51 k -ft Lu : Unbraced Length 1.33 ft 9.22 16.17 k -ft Distributed Loads k Reaction @ Rt 15.79 8.32 Notel ShortTerm Loads Are WIND Loads. #1 #2 #3 #4 #5'. #6 #7 DL 0.483 9.22 16.17 14.17 k/ft LL 0.200 8.32 13.80 15.79 k/ft ST 101 k/ft Start Location ft End Location 24.500 ft Trapezoidal Loads Notel Short Term Loads Are WIND Loads.' #1 DL @' Left' LL @, Left O.'T60 ST @ Left k/ft Startft DL @'Right LL @ Right 0.160 ST'@ Right k/ft End 9.670 It #2 DL @ Left LL @ Left 0:080 ST @ Left k/ft Start 9.670 ft DL @ Right. LL @ Right 0.080 ST @ Right k/ft End 24.500 It Point Loads. Notel Short Term Loads. Are WIND Loads. #1 #2 #3 . #4 Dead Load 4.246 Live Load 4.785 Short Term -9.304 9.304 Location 8:000 13.250 9.670 S Using: W18X60 section, Span = 24.50ft, Fy = 50.Oksl End Fixity = Pinned -Pinned, Lu = 1.33ft, OF = 1.000 Actual Allowable Moment 125.515 k -ft 297.000 k -ft fb : Bending Stress 13.946 ksi 33.000 ksl fb / Fb 0.423 :1 Shear 16.167 k 151.392 k fv : Shear Stress 2.136 ksi 20.000 ksi fv / Fv 0.107 :1 5 #6 #7 k k k It Beam OK Short Tenn Load Case Governs Stress Max. Deflection -0.425 in Length/DL Defl 1.,288.3 :1 Length/(DL+LL Defl) 692.5 :1 Force & Stress Summary -0.228 -0.399 -0.425 0.000 0.000 in Left Cant Defl 0.000 In <<- These columns are Dead + Live Load placed as noted -» 0.000 DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max. M + 125.51 k -ft 63.76 114.07 125.51 k -ft Max. M - Reaction @ Left 16.17 9.22 16.17 k -ft Max. M @ Left k Reaction @ Rt 15.79 8.32 k -ft Max. M @ Right k Fa caldd per Eq. E2-1, K"Ur < Cc k -ft Shear @ Left 16.17 k 9.22 16.17 14.17 k Shear @ Right 15.79 k 8.32 13.80 15.79 k Center Defl. -0.425 in -0.228 -0.399 -0.425 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 16.17 9.22 16.17 14.17 k Reaction @ Rt 15.79 8.32 13.80 15.79 k Fa caldd per Eq. E2-1, K"Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy 101 Title : Job # Dsgnr: Date: 2:55PM, 13 DEC 07 Description Scope: User:NZ601715,Ver 5.8.0.1-Nov-2008Steel Beam Design Page 2 (c)1983-2006 ENERCALC Engineering Software (della penla)07-1408-161.ecw:Celculatlons N Description (F12) COMP. Section Properties W18X60 Depth 18.240 In Weight 59.78 #7ft Web Thick 0:415 in Ixx 984.000. in4 Width 7.555 In lyy 50.1001n4 Flange Thick 0.695 in Sxx 108.000. in3 Area 17.60 int Syy 13.300 in3 Rt 1.960 In R-xx 7.470 in Values for LRFD Design'.... R-yy 1.680 in J 2.170 in4 Zx 123.000 in3 CW 3,850.00 in6 Zy 20:600 in3 K 1.100 in 0 - 1 02.- Title : Dsgnr: Description Scope : Job # Date: 2:56PM, '13 DEC 07 0 user:iiwoso171s.vers.s.o.1•Nov-zoos Steel Beam Design Page 1 (01983-2006 ENERCALC Engineering Software (delta penta)07-1408-161.ecw:Calculatlons Description (F12) TENSION General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 � Steel Section : W18X60 9.22 16.17 18.16 Fy 50.00ksi k Shear @ Right 13.80 k Pinned -Pinned 13.80 Load Duration Factor 1.00 Center Span 24.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.Oksl Left Cant. 0.00 ft LL & ST Act Together 0.000 in Right Cant 0.00 It 0.000 0.000 0.000 Lu : Unbraced Length 1.33 ft 0.000 0.000 0.000 Distributed Loads. 0.000 In ...Query Defl @ 0.000 ft 0.000 Notet ShortTerm Loads Are WIND Loads. #1 .. #2 #3 #4 #5 #6 #7 DL 0.483 18.16 k k/ft LL 0.200 13.80 11.80 k/ft ST k/ft Start Location I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy ft End Location 24.500 ft Trapezoidal' Loads Notal Short Loads WIND Loads. #1 DL;@ Left I-L.@'Left 0160 ST@.Left k/ft. Start ft DL @. Righl LL @ Right 0:160 ST'@`Righl k/ft End 9.670 It #2 DL @'Left LL @ Left 0.080 ST @ Left k/ft Start 9.670 ft DL @': Right.. LL @Right 0.080 ST'@ Right k/ft End 24:500. ft POint.LOadS- Note[ Short Term Loads Are WIND l.dads.. Dead Load 4c246 Live Load 4.785 Short Term 9.304 -9.304 Location 8.000 13.250 9.670 Using: W 18X60 section, Span = 24.50ft, Fy = 50.0ksl End Fixity = Pinned -Pinned, Lu = 1.33ft, LDF = 1.000 Actual Allowable Moment 117.852 k -ft 297.000 k -ft fb : Bending Stress 13.095 ksl 33.000 ksl fb / Fb 0.397 :1 Shear 18.160 k 151.392 k fv : Shear Stress 2.399 ksi 20.000 ksl fv / Fv 0.120 :1 k k k ft Beam OK Short Term Load Case Governs Stress Max. Deflection -0.399 in Length/DL Defl 1,288.3 :1 Length/(DL+LL Defl) 737.0 :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 0 Cants Max. M + 117.85 k -ft 63.76 114.07 117.85 k -ft Max. M - k -ft Max. M @. Left k -ft Max. M @ Right k -ft Shear @ Left 18.16 k 9.22 16.17 18.16 k Shear @ Right 13.80 k 8.32 13.80 11.80 k Center Defl.-0.399 In -0.228 -0.399 =0.376 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 18.16 9.22 16.17 18.16 k Reaction @ Rt 13.80 8.32 13.80 11.80 k Fa caic'd per Eq. E2-1, K`Ur < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy 103- Title : Job # Dsgnr: Date: 2:56PM, 13 DEC 07 Description Scope: User: KW -0801716, ver 5.8.0, 1.Nov-zoos Steel Beam Design Page 2 (c)1983-2006.ENERCALC Engineering Software (della penia)07-1408.161.ecw:Calculatlons Description (F12) TENSION Section Properties W1 8X60 Depth 18.240 in Weight 59.78 #/ft Web Thick 0.415 in txx 984.000 in4 Width 7.555 in lyy 50.100 Ino Flange Thick 0.695 In Sxx 108.000 in3 Area 17.60 in2 Syy 13.300 In3 Rt 1.9601n R-xx 7.470' In Values for LRFD Design.... R -YY 1.680 in J 2.170 in4 Zx 123.000 In3 CW 3,850.00 in6 ZY 20.600 In3 K 1.100 In r - 1 0 4'- DUNG =.INLEI�INti=K`� Title : Dsgnr: Description Scope: Job # Date: 11:21AM, 1 OCT 07 User:K%4WO 1r, Ver 5.8.0., -Dec -2003 General Timber Beam. Page 1 (c)1883.2003 ENERCALC Engineering Software (della penia)07-1408.161.ecw:Calculallons Description F13 General Information 0.015 : 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Section Name Prllm: 5.25x11.875 Center Span 4.00 ft .....Lu 4.00 ft Beam Width 5:250 in Left Cantilever It .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .......Lu 0.00 ft Member Type . Manuf/So.Pine. Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads ...Length/Deft Fb Base Allow 21900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pim-Pin Fc Allow 650.0 psi . Wood Density 35.000 pcf E 2,000:0 ksi Full Length Uniform Loads Center DL 106.00 #/ft LL 54.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 4.00ft, Beam Width = 5.250in x Depth = 11.8751n, Ends are PIn-Pin Max. Stress Ratio 0.015 : 1 Total Load Left Cantilever... Dead Load 1 otal Load Maximum Moment -0.000 in 0.4 k -ft Maximum Shear ` 1.5 0.3'k Allowable 2.000 ft 29.7 k -ft ...Length/Deft Allowable 0.0 16.1 k Max. Positive Moment 0:35 k -ft at 2.000 ft Shear: @ Left 0.35k Max. Negative Moment 0.00 k -ft at 4.000 ft - @ Right 0.35 k Max @ Left Support 0.00 k -ft 0.0 @ Left Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Right 0.000 in @ Center 0.001 In Max. M allow 29.65Reactions... @ Right 0.000 In fb 34.07 psi fv 4.32 psi Left DL 0.24 k Max 0.35k Fb 2,883.82 psi Fv 290.00 psi Right DL 0.24 k Max 0.35 k Deflections Center Span... 'Dead Load Total Load Left Cantilever... Dead Load 1 otal Load Deflection -0.000 in -0.001 in Deflection 0.000 in 0.000 In ...Location 2.000 ft 2.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 100,787.1 69,714.22 Right Cantilever... 0.27 k Camber ( using 1.5 • D.L. Deft ) ... 0.928 in2 Deflection 0.000 in 0.000 In @ Center 0.001 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 In Bearing Length Req'd 0.103 in Max. Right Reaction 0.35 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.298 Le 8.237 ft Sxx 123.3891n3 Area 62.344 in2 Cf 1.000 Rb 6.527 Cl 0.994 - 105 - Max Moment. Sxx Reg' d Allowable fb @ Center 0.35 k -ft 1.46 in3 2,883.82 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 0.27 k 0.27 k Area Required 0.928 In2 0.928 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 0.35 k Bearing Length Req'd 0.103 in Max. Right Reaction 0.35 k Bearing Length Req'd 0.103 in - 105 - OUN6 IN[Lh'ING 5=h'V Title : Dsgnr: Description Scope : Job # Date: 11:21 AM, 1 OCT 07 IieV: btlUUU4 User.1KW-0601715, Ver5.8.0, 1 -Dec -2003 General Timber Beam Page 2 (c)1983.2003 ENERCALC Engtneering Software (delta penta)07.1408.181.ecw:Calculations' Description F13 Query Vaiues M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.35 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in ITIZIN OUN6 IN[Cf2U1(i �i_F2V User. KW -0801716, Ver 6.8.0, 1 -Dec -2003 (c)1983.2003 EMERCALC Engineering Software Description F14 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 11:21AM, 1 OCT 07 Page 1 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Section Name Prllm: 5.25x14.0 Center Span 8.50 ft ......Lu 1.33 ft Beam Width 5.2501n Left Cantilever ft .....Lu 0.00 ft Beam Depth 14.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads 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 Wood Density 35.000 pcf E 2,000.0 ksi FuII.Length Uniform Loads Center DL 353.00#/ft LL 247.00 #/ft Left Cantilever DL #/ft LL Vft Right Cantilever DL #/ft LL #/ft Span= 8.50ft, Beam Width = 5.2501n x Depth = 14.In, Ends are Pin -Pin Max Stress Ratio 0.135 : 1 Maximum Moment '5.6 k -ft Maximum Shear " 1. . Allowable 41.4 k -ft Allowable Max. Positive Moment 5.58 k -ft at 4.250 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right -Support 0.00 k -ft Max. M allow 41.36 Reactions... fb 390.44 psi fv 39.01 psi Left DL Fb 2,894.02 psi Fv - 290.00 psi Right bL Deflections Beam Design OK 5 2.9 k 21.3 k @ Left 2.63 k @ Right 2.63 k @ Left 0.000in @ Center 0.0271n @ Right 0.000ln 1.58 k Max 2.63 k 1.58 k Max 2.63 k Center Span... Dead Load Total Load Left Cantilevgr... Dead Load Total Load Deflection -0.0181n -0.030 In Deflection 0.000 in 0.000 in ...Location 4.250 ft 4.250 ft , ...Length/Deft 0.0 0.0 ...Length/Deft 5,622.5 3,374.83 Right Cantilever... Camber ( using 1.5 " D.L. Deft) :.. Deflection 0.000 In 0.000 in @ Center 0.027 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics Bending Analysis Ck 21.298 Le 2.739 It Sxx 171.500 In3 Area 73.500 Int Cf 1.000 Rb 4.087 Cl 0.996 Max Moment Sxx Req'd Allowable fb @ Center 5.58 k -ft 23.14 tn3 2,894.02 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 2.87 k 2.87 k Area Required 9.888 in2 9.888 int Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 2.63 k Bearing Length Req'd 0.770 in Max. Right Reaction 2.63 k Bearing Length Req'd 0.770 in -10T- 1.58 k Max 2.63 k 1.58 k Max 2.63 k Center Span... Dead Load Total Load Left Cantilevgr... Dead Load Total Load Deflection -0.0181n -0.030 In Deflection 0.000 in 0.000 in ...Location 4.250 ft 4.250 ft , ...Length/Deft 0.0 0.0 ...Length/Deft 5,622.5 3,374.83 Right Cantilever... Camber ( using 1.5 " D.L. Deft) :.. Deflection 0.000 In 0.000 in @ Center 0.027 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics Bending Analysis Ck 21.298 Le 2.739 It Sxx 171.500 In3 Area 73.500 Int Cf 1.000 Rb 4.087 Cl 0.996 Max Moment Sxx Req'd Allowable fb @ Center 5.58 k -ft 23.14 tn3 2,894.02 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 2.87 k 2.87 k Area Required 9.888 in2 9.888 int Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 2.63 k Bearing Length Req'd 0.770 in Max. Right Reaction 2.63 k Bearing Length Req'd 0.770 in -10T- Max Moment Sxx Req'd Allowable fb @ Center 5.58 k -ft 23.14 tn3 2,894.02 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 2.87 k 2.87 k Area Required 9.888 in2 9.888 int Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 2.63 k Bearing Length Req'd 0.770 in Max. Right Reaction 2.63 k Bearing Length Req'd 0.770 in -10T- -10T- nuNc =4MEERIN( SERI/ Description F14 Title Dsgnr: Description': Scope: General. Timber Beam Job # Date: 11:21AM, 1 OCT 07 61 Page 2 Query Values M, V, &'D @ Specified Locations Moment "Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.63 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0..00 k -ft 0.00 k 0.0000 in Emu Title: Job # Dsgnr: Date: 11:21AM, 1 OCT 07 Description EN• Scope: nuv. aouuua User: KW -0601716, Ver 6.6.0,1 -Dec -2003 General Timber Beam Page 1 (c)1063.2003 ENERCALC Enalneerino Software (della penla)07-1406-161.ecw:Calculallons Description F15 General Information 0220 : 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user deflned Section Name Prllm: 5.25x14.0 Center Span 12.00 ft .....Lu 1.33 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 14.000 in Right Cantilever 1.33ft .....Lu 1.33 ft Member Type Manuf/So.Plne Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads 41.4 k -ft Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin FcAllow 650.0 psi Wood Density 35.000 pcf E 2,000.0 ksl Full Length Uniform.Loads Center 'DL 329.00 #/ft LL 224.00#/ft Left Canfllever DL #/ft LL #/ft Right. Cantllever DL 329.00#/ft LL 224.00'#/ft Point Loads Dead Load '1,5b5.0 lbs - Ibs los IDs IDS IDS IDs Live Load 1,049.0 lbs lbs lbs lbs lbs lbs lbs ...distance 13.330ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span= 12:00ft, Right Cant= 1.33ft, Beam Width = 5.2501n x Depth = 14.1n, Ends are Pin -Pin Max Stress Ratio 0220 : 1 1 Olaf Loaa LeTI \idrluluvtfr... LJotlu LUOU 1 VIGI LVGu Maximum Moment -0.0521n 9.1 k -ft Maximum Shear * 1.5 4.7 k Allowable 5.894 ft 41.4 k -ft 0.0 Allowable ...Length/Deft 21.3 k Max. Positive Moment . 9.12 k -ft at 5.628 ft Shear: @ Left 3.23 k Max. Negative Moment -2.39 k -ft at 12.000 ft 0.0781n @ Right 3.76 k Max @ Left Support 0.00 k -ft @ Left 0.000 in Camber: @ Left 0.000in Max @ Right Support -3.98 k -ft 0.020 in @ Center 0.0781n Max. M allow 41.36Reactions... @ Right 0.0201n fb 637.85 psi fv 63.68 psi Left DL 1.88 k' Max 3.23k Fb 2,894.02 psi Fv 290.00 psi Right DL 4.31 k, Max 7.13 k Deflections center span... ueaa I-oao 1 Olaf Loaa LeTI \idrluluvtfr... LJotlu LUOU 1 VIGI LVGu Deflection -0.0521n -0.096 In Deflection 0.000 in 0.000 in ...Location 5.788 ft 5.894 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,767.6 1,507.67 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.013 in 0.028 In @ Center 0.0781n ...Length/Deft 2,433.1 1,147.7 @ Left 0.000 in ` @ Right 0.020 in OUNb Title: Dsgnr: Description : Scope : Job # Date: 11:21AM, 1 OCT 07 r[av: oouuuy User:Kw•0501715eVer6.8.0,1-oe�.2o0s General Timber Beam Page 2 ._ser.an �;a ,.�� Ver ---'-__.,__ �_�..._._ rdeu� nenlalN_1dlIR_•lii� e,....•r•.ei..dna,.2 Description F15 Stress Calcs Bending Analysis Bearing Length Req'd - Ck 21.298 Le 2.739 ft Sxx 171.5001n3 Area 73.500 In2 Cf 1.000 Rb 4.087 Cl 0.998 M;.V;'&D'@�SpecIfted Locations Max Moment Sxx Read Allowable fb @ Center 9:12 k -ft 37.80 In3 2;894.02 psi @ Left Support 0.00 k -ft 0.00 In3 2,900.00 psi @ Right Support 3.98 k -ft 16:51 In3 2,894.02 psi Shear Analysis @ Left Support @ Right Support Design Sh6ar 3.88 k 4.68 k Area Required 13.395 int 16.140 In2 Fv: Allowable 290.00 psi 290.00 psi Bearings@;Supports Max. Left;Reaction 3.23 k Bearing Length Req'd 0.945 in Max. Right Reaction 7.13 k Bearing Length Req'd 2.089 In Query. Values M;.V;'&D'@�SpecIfted Locations Moment" Shear Deflection @ Center: Span_ Location = 0.00 ft 0.00 k -ft 3.09 k 0.0000 In @: Right Cant. Location = 0.00 ft 0.00 k -ft 3.09 k 01.0000 in @ Lek Cant. Location = 0.00 -ft 0.00 k -ft 0.00 k 0.0000 in 110-• I ' REFERENCE DATE BY: LL L = . / %L LLR 2 )) 2gG�'iF. uL4 = 'Yd C x.3.5) USE DLL cS,�raa DLR LLL= LLR= USE• - DLL 'DLR LL L = LLR= USE . DLL = . DLR c LL LLR USE SN^�T YOUI�G EIJ!�II�IEER11�1!� SERVICES JOB NAME,: -I1-b04 WILDCAT DR. SUITE G PALM D55EP,T, 0h.. ?2211 JOG lqo.: PH 160-960-5110 FAX 160-560-5110. Title : Job # Dsgnr: Date: 11:21 AM, 1 OCT 07 Description a' c� Scope HBV: 000004 User: KW -0801715, Ver 8.8.0, 1 -Dec -2003 General Timber Beam Page 1 (c)1983.2003 ENERCALC Enalneerfna SofWare (delle penla)07-1408.181.ecw:Calculallons Description F16 Full.Length Uniform Loads Center DL' 296:00,#/ft LL 86:00'. #/ft Left Cantilever DL •#/ft LL #/ft Right Cantilever DL #/ft LL .#/ft ,,Summary .,,' :' Dead Load Total Load General Information ueaa Loaa Code Ref: 1997/2001 NDS,.2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x8 Span= 4:00ft, Beam Width- 5.500in x Depth = 7.51n, Ends are Pin -Pin Center Span 4.00 ft ... , .Lu 4.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7,500 In Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Maximum Shear * Bm Wt. Added to Loads 0.8 k Fb Base Allow 1,350.0 psi Load Dur. Factor 1.000 Fv Allow 85.0 psi Beam:End Fixlty Pin -Pin Fc Allow 625;0 psi Wood'Density 35.000pcf E 1,600.0ksi Full.Length Uniform Loads Center DL' 296:00,#/ft LL 86:00'. #/ft Left Cantilever DL •#/ft LL #/ft Right Cantilever DL #/ft LL .#/ft ,,Summary .,,' :' Dead Load Total Load Lett cantllever... ueaa Loaa I otal Laaa Beam Design OK Span= 4:00ft, Beam Width- 5.500in x Depth = 7.51n, Ends are Pin -Pin -0.007 In Deflection 0.000 In Max Stress:. Ratio 0.231 :1 2.000 ft ...Length/Deft 0.0 0.0 Maximum Moment 8,424.7 o:s: k=ft. Maximum Shear * 1.5 0.8 k Allowable D.L. Deft ) ... 5.8'k -ft Deflection Allowable 0.000 In 3.5 k Max. Positive Moment 0:78,k -ft at 2.000 ft Shear: @ Left 0.78 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right @ Right 0.78 k Max @ Left'Support 0.00 k -ft Stress Calcs Camber: @.Left 0.000 in Max,@ Right Support 0.00 k -ft Bending Analysis @Center M009 In Max. M allow 5.79Reactions... Le 8.237 ft Sxx 51.563 in3 Area @'Right 0.000in fb 182.47 psi fv 19.62 psi Left DL 0.61 k Max 0.78 k Fb 1,346.67 psi Fv 85.00 psi Right DL 0.61 k Max 0.78 k Deflections Center Span... Dead Load Total Load Lett cantllever... ueaa Loaa I otal Laaa Deflection -0.006 In -0.007 In Deflection 0.000 In 0.000 In ...Location 2.000 ft 2.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 8,424.7 6,576.58 Right Cantilever... 0.81 k Camber ( using 1.5" D.L. Deft ) ... I Deflection 0.000 in 0.000 In @ Center 0.009 In Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 In Bearing Length Req'd 0.228 in Max. Right Reaction 0.78 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 27.920 Le 8.237 ft Sxx 51.563 in3 Area 41.250 Int Cf 1.000 Rb 4.951 CI 0.998 112- Max Moment Sxx Rea' d Allowable fb @ Center 0.78 k -ft 6.99 in3 1,346.67 psi @ Left Support 0.00 k -ft 0.00 In3 1,350.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,350.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.81 k 0.81 k Area Required 9.519 in2 9.519 in2 Fv: Allowable 85.00 psi 85.00 psi Bearing @ Supports Max. Left Reaction 0.78 k Bearing Length Req'd 0.228 in Max. Right Reaction 0.78 k Bearing Length Req'd 0.228 in 112- DUNE I�INGLf"tlNtj 5'_IiY Description F16 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 11:21AM, 1 OCT 07 Page 2 (della pente)07.1408-161.ecw:Calculallons Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -0.' 00 k -ft 0.78 k 0.0000 in @ Right Cant: Location = 0.00 ft 0.0 k -ft 0.00 k 0.0000 In @ Left Carit. Location = 0.00 ft 0:00 k -ft 0.00 k 0.0000 In - 1 1 3 - DUNG -•INL'C"tZUtti 5_K•J Title : Dsgnr: Description Scope: Job # Date: 11:21AM, 1 OCT 07 nn UsenKW-0601716, Ver 5.8,0,1 -Dec -2003 General Timber Beam Page 1 (c11v:983o.2003ouuua ENERCALC Enolneedno Software (delle penta)07-1408-161.ecw:Calculattons Description F17 General Information 0.464 : 1 Code Ref: 1997/2001 NDS, 2000/2003-113C, 2003 NFPA 5000. Base allowables are user defined Section Name 10x18 ueaa Loaa Center Span 25.33 ft .....Lu 2.00 ft Beam Width 9.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 17.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, Select structural Bm Wt. Added to Loads Allowable Fb- Base Allow 1,600.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin-Pln Fc Allow 625.O:psi Wood Density 35.000 pcf E 1,600.0 ksl Full Length Uniform Loads., Center DL 181:00'#/ft LL 226.00 #/ft: Left, Cantilever DL #/ft LL #/ft Right Caritllever DL #/ft LL #/ft �.� Beam Design OK Span= 25.33h; Beam Width = 9.500in x Depth = 17.51n, Ends are Pin -Pin Max Stress, Ratio 0.464 : 1 Total Load Lett cantnever... ueaa Loaa I otal Loaa Maximum'Moment -0.3021n 35.9 k -ft Maximum -.Shear * 1.5 7.5 k Allowable 12.665 ft 77.4 k°ft ...Length/Deft Allowable - 0.0 17.7 k Max. Posltive Moment 35;88'k -ft at 12.665 ft Shear: @ Left 5.67 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Center @ Right 5.67 k Max @.,Left Support 0.00 k -ft 0.0 @ Left Camber. @ Left 0.000 In Max @ Right Support 0.00 k -ft @ Right 0.000 In @ Center 0.4531n Max. M allow 77.39Reactions... @ Right 0.000 In fb 888.01 psi fv 45.40 psi Left DL 2.80 k Max 5.67 k Fb 1,915.31 psi Fv 106.25.ps1 Right DL 2.80 k Max 5.67 k .Deflections Center Span... Dead Load Total Load Lett cantnever... ueaa Loaa I otal Loaa Deflection -0.3021n -0.610 In Deflection 0.000 in 0.000 in ...Location 12.665 ft 12.665 ft ...Length/Deft 0.0 - 0.0 ...Length/Deft 1,006.2 497.94 Right Cantilever... 7.55 k Camber ( using 1.5 D.L. Deft ) ... 71.037 In2 Deflection 0.000 in 0.000 in @ Center 0.453 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0,954 in Max. Right Reaction 5.67 k @ Right 0.000 In Stress Calc5 Bending Analysis Ck 22.939 Le 4.118 ft Sxx 484.8961n3 Area 166.250 int Cf 0.959 Rb 3.096 Cl 0.999 - 1 1 4-- Max Moment Sxx Rea' d Allowable fb @ Center 35.88 k -ft 224.82 In3 1,915.31 psi @ Left Support 0.00 k -ft 0.00 In3 1,917.89 psi @ Right Support 0.00 k -ft 0.00 In3 1,917.89 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.55 k 7.55 k Area Required 71.037 int 71.037 In2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 5.67 k Bearing Length Req'd 0,954 in Max. Right Reaction 5.67 k Bearing Length Req'd 0.954 in - 1 1 4-- v+ Rev: 580004' User: KW -0601716, Ver 5.6.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Sollware Description. F17 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 11:21 AM, 1 OCT 07 Page 2 61.emCelculallons Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 it 0.00 k -ft 5.67 k uoob In @ Right Cant. Location = 0.00 ft uo li-ft 0.00 k 0,0000 in @ Left Cant. Location = 0:00 ft 0.00 k -ft 0.00 k 0.0000 In 115- 1111- EL'NI Title : Dsgnr: Description Scope : Job # Date: 11:21AM, 1 OCT 07 User: KW -0801715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 1 (c)1683-2003 ENERCALC Engineering Software (della penta)07-1408-181.ecw:Celculalions Description F18 General Information Dead. Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user deflned Section Name 5.125x12 1.5 Center Span .18.25 ft ... , .Lu 18.25 it Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 12.000 In Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 @ Left Bm Wt. Added to Loads Max. Negative Moment Fb Base. Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity. Pin -Pin Fc Allow 650'.0 psi Wood Density 3U00 pcf E 1,800:0 ksi FUll' Length Uniform Loads Center DL 54'.00'#/ft' LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ummacy- Beam Design OK Span= 18.25ft,'Beam Width = 5.1251n x Depth = 12.1n, Ends are Pin -Pin Max Stress Ratio 0.120 • 1 Maximum -Moment Dead. Load 2.9 k -ft Maximum Shear* 1.5 0.8 k Allowable -0.1301n 23.8 k -ft Deflection Allowable 0.000 in 14.8 k Max. Positive Moment 2.87 k -ft at 9.125 It Shear: @ Left 0.63 k Max. Negative Moment 0:00 k -ft at 0.000 ft Camber ( using 1.5 * @: Right 0.'63 k Max @ Left Support 0.00 k -ft 0.000 in @ Center Camber: @ Left 0.000in Max (4? Right Support 0.00 k -ft @ Left 0.000 in Bearing Length Req'd @ Center 0:1941n Max. M allow 23.84 0.000 In Reactions... @ Right 0.0001n fb 280.05 psi fv 13.75 psi Left -DL 0.63 k Max 0.63 k Fb 2,325.49 psi Fv 240.00 psl Right DL 0.63 k Max 0.63 k Deflections Center Span... Dead. Load Total Load Lett canmever... Mao Loaa 1 Dial Loaa Deflection -0.1301n -0.1301n Deflection 0.000 in 0.000 in ...Location 9.125 It 9.125 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,690.6 1,690.55 Right Cantilever... 0.85 k Camber ( using 1.5 * D.L. Deft ) ... 3.523 in2 Deflection 0.000 in 0.000 in @ Center 0.194 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.189 in Max. Right Reaction 0.63 k @ Right 0.000 In Stress Calcs Bending Analysis Ck 22.210 Le 33.567 ft Sxx 123.000 in3 Area 61.500 int Cv 1.000 Rb 13.568 Cl 0.969 Max Moment Sxx Read Allowable fb @ Center 2.87 k -ft 14.81 in3 2,325.49 psi @ Left Support 0.00 k -ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.85 k 0.85 k Area Required 3.523 in2 3.523 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 0.63 k Bearing Length Req'd 0.189 in Max. Right Reaction 0.63 k Bearing Length Req'd 0.189 in OUNG Rev: 680004 User: KW -0601716, Ver 5.8.0, 1 -Dec -2003 (")1883.2003 ENERCALC Engineering, Software Description F18 Title Dsgnr: Description Scope: General Timber. Beam Job # Date: 11:21AM, 1 OCT 07 Page 2 408.161.emCelcula Ilon s Query Values M,;V, &D @ Specified .Locations Moment Shear Deflection @ Center Span Location = 0.00 it 0.00 k -ft 0.63 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft . 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in I 117- ,REFERENCE . F1q E�- D4 . a �j I { �! DLR Woos LL 4.2 P.�F LLRa 'y%.�? . ua�= yl C zZ•7 il 'toC�o�'_ *5-47 . 10 ( "//I- ) f Yo C S•s/� = 6401 t.F . .. u5E Sly xls u1 1 DLL ' . . 22. %VS' DLR a LLL= LLRa s`yPL1m u5E sysxt� r.r. . . DLL .a . . . . . DLR a LL L= LLRa . . . , . . . . . . . . . U5E . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . DLL = . . DLR LLL = . LL . . u5E SHEET "YOUNG ENGINEERING SERVICES DATE JOB NAME.: -n-e04 WILDCAT DR. SUITE c PALM DESERT, CA. 92211 BY: JOB No.: 1 1 8 _ : PH X60-960-5710 FAX '160-360-5'119 Title : Dsgnr: Description Scope: A Job # Date: 2:58PM, 13 DEC 07 User K-N06U1716•Ver5.8.0.1.Nov-2006 General Timber Beam Page 1 (01983.2006 ENERCALC Engineering Software (della penla)07-1408-161.ecw:Calculaflons Description F.19 General Information 0.854 : 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x15 0.000 in Center Span 14.50 ft .....Lu 1.33 It Beam Width 5.125in Left Cantilever It .....Lu 0.00 It Beam Depth 15.000 in Right Cantilever It Lu 0.00 It MemberType GluLam Douglas Fir, 24F - V4 32.74 k -ft Bm Wt. Added to Loads 7.250 ft Shear: Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood'Density 35.00Opcf E 1,800.0ksi Full Lencth Uniform Loads Center DL 567.00 #/ft LL 660.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span='14.50ft, Beam Width = 5.1251h x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio 0.854 : 1 -0.478 in Deflection 0.000 in 0.000 in Maximum -Moment 7.250 ft 32.7 k -ft Maximum Shear' 1.5 11.3 k Allowable 364.38 Right Cantilever... 38.4 -k-ft Allowable Camber ( using 1.5 18.5 k Max. Positive Moment 32.74 k -ft at 7.250 ft Shear: @ Left 9.03 k Max. Negative Moment 0.00 k -ft at 14.500 It @ Right 9.03 k Max @ Left Support 0.00 k -ft 0.000 in Camber. @ Left 0.000 In Max @ Right Support 0.00 k -ft @ Center, 0.3371n Max. M allow 38.36Reactions... @ Right 0.000 in fb 2,044.14 psi fv 146.61 psi Left DL 4.25 k Max 9.03 k Fb 2,394.88 psi Fv 240.00 psi Right DL 4.25 k, Max 9.03 k Deflections Deflection -0.225 in -0.478 in Deflection 0.000 in 0.000 in ...Location 7.250 ft 7.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 775.0 364.38 Right Cantilever... Camber ( using 1.5 D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.337 In ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 2.739 ft Sxx 192.188 in3 Area 76,875 int Cv 1.000 Rb 4.333 Cl 0.998 Max Moment Sxx Req'd Allowable fb @ Center 32.74 k -ft 164.04 in3 2,394.88 psi @ Left Support 0.00 k -ft 0.00 In3 2,400.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 11.27 k 11:27 k Area Required 46.962 int 46.962 int Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 9.03 k Bearing Length Req'd 2.711 in Max. Right Reaction 9.03 k' Bearing Length Req'd 2.711 in User: KW -0601716, Ver 5.8.0, 1 -Nov -2006 (c)1983-2008 ENERCALC Engineering Software Description F19 I Title : Dsgnr: Description Scope: General Timber Beam Job # s Date: 2:58PM, 13 DEC 07 Page 2 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 9.03 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In l A 120 Title : Dsgnr: Description Scope : Job # Date: 2:58PM, 13 DEC 07 KOV: OODUU9 User. KW -0601715. Ver 5.8.0,1 -Nov -2006 General Timber Beam Page 1 (c)1983.2006 ENERCALC Engineering Software (della penta)07-1408-161.ecw:Calculations Description F20 General Information Span= 22.75ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x24 Center Span 22.75 ft .....Lu 14.08 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 24.000 in Right Cantilever It .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 11.8 k 'Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,800.0 ksl Full Length Uniform Loads Center DL 154.00 #/ft LL 54.00 #/ft . Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 4,785.0 lbs lbs lbs lbs lbs lbs. lbs ...distance 8.670 ft 0.000 ft 0.000 ft. 0.000 ft 0.000 ft 0.000 ft 0.000 ft summary Beam Design OK - 1 2 1 - Span= 22.75ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin Max Stress Ratio 0.741 : 1 Maximum Moment 62.8 k -ft Maximum Shear " 1.5 11.8 k Allowable 84.8 k -ft Allowable 29.5 k Max. Positive Moment 62.82 k -ft at 8.645 ft Shear. @ Left 8.30 k Max. Negative Moment 0.00 k -ft at 22.750 ft @ Right 6.15 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k -ft @ Center 0.391 in Max. Mallow . 84.82 Reactions... @ Right 0.0001n fb 1,532.29 psi fv 95.62 psi . Left DL 4.72 k Max 8.30 k Fb 2,068.74 psi Fv 240.00 psi Right DL 3.71 k Max 6.15 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.261 in -0.468 in Deflectlon 0.000 in 0.000 in ...Location 10.920 ft 10.829 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,046.0 582.82 Right Cantilever... Camber ( using 1.5 " D.L. Defi) ... Deflection 0.000 in 0.000 in (6 Center 0.391 in ...Length/Defi 0.0 0.0 @ Left 0.000 in @ Right 0.000 in - 1 2 1 - Title : Job # Dsgnr: Date: 2:58PM, 13 DEC 07 Description Scope user Kw=os01715.ver5.8.o,1-Nov-2006 General Timber Beam Page 2 1 (01983-2006 ENERCALC Engineering Software (della penia)07-1408.161.ecw:Calculetions Emma Description F20 Stress Caics Bending Analysis Ck 22.210 Le 28.798 ft Sxx 492.000 in3 Area 123.000 int Cv 0.926 Rb 17.773 Cl 0.931 Max Moment Sxx Read Allowable fb @ Center 62.82 k -ft 364.42 in3 2,068.74 psi @ Left Support 0.00 k -ft ' 0.00 In3 2,221.43 psi @ Right Support 0.00 k -ft 0.00 in3 2,221.43 psi Shear Analysis @ Left Support @ Right Suppgrt Design Shear 11:76 k 8.54 k Area Required 49.005 in2 35.582 int Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports , Max. Left Reaction 8.30 k Bearing Length Req'd 2.490 in Max. Right Reaction 6.15 k Bearing Length Req'd 1.845 in Query Values M, V; & D @!Specifled Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 8.30 k 0.0000 In @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0:0000 in I , REFERENCE r— DLL DLR LLL = -:2 LLR= ZS? Joe U5E izx�L DLL = DLR = 7� Lip" �pL _SG1 U5E t lic Pc) = y.f.� Dk ° .�3?Z . DLR LLL = 'qo;q .y � lJSE �12 Xi E e�H 14, DLL DLR = ') �{ S3 LLLLLR= ?S� QLi �3�i U5E S 1� SHEET YOUNG ENGINEERING 5ER\/IGE5 DATE JOB NAME., ' -11-804 WILDCAT MR. SUITE C 1 2.3'' PALM DESERT, CA. 92211 BY: JOB NO.: PH -760-B60-51'10 FAX '160-960-5-119 a ces Rev: 680004 User: KW -0601715. Ver 5.8.0. 1 -Deo Software Description C1 Title: Dsgnr: Description Scope: General Timber Beam Job # Date: 11:27AM, 1 OCT 07 Page 1 .ecw:Cefcufa11ons General Information 0.063 : 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user deflned Section Name 12x12 Dead Load Center Span 7.00 ft .....Lu 7.00 ft Beam Width 11.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 In Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 14.1 k Bm Wt. Added to Loads 1.43 k -ft Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,600.0 ksl Full Length Uniform Loads Center DL 128.00 #/ft LL 73.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 7.00ft,'Beam Width=11.500In x Depth = 11.51n, Ends are Pin -Pin Max Stress Ratio 0.063 : 1 Total Load Left Cantilever... Dead Load Total Load Maximum Moment -0.004 in 1.4 k -ft Maximum Shear * 1.5 0.9 k Allowable 3.500 ft 35.6 k -ft ...Length/Deft Allowable 0.0 14.1 k Max. Positive Moment 1.43 k -ft at 3.500 ft Shear: @ Left 0.82 k Max. Negative Moment 0.00 k -ft at 7.000 ft @ Center @ Right 0.82 k Max @ Left Support 0.00 k -ft 0.0 @ Left Camber: @ Left 0.000 In Max @ Right Support 0.00 k -ft @ Right 0.000 in @ Center 0.0061n Max. M allow 35.65Reactions... @ Right 0.000 In fb 67.60 psi fv 6.74 psi Left DL 0.55 k Max 0.82 k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.56 k Max 0.82 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.004 in -0.005 in Deflection 0.000 in 0.000 in ...Location 3.500 ft 3.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 22,643.1 15,553.26 Right Cantilever... 0.89 k Camber ( using 1.5 ` D.L. Defl ) ... 8.387 in2 Deflection 0.000 in 0.000 in @ Center 0.006 In Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.114 in Max. Right Reaction 0.82 k . @ Right 0.000 in LS_ tress Caics Bending Analysis Ck 24.972 Le 14.209 ft Sxx 253.4791n3 Area 132.250 in2 Cf 1.000 Rb 3.851 Cl 816.004 1 24-- Max Moment Sxx Rea'd Allowable fb @ Center 1.43 k -ft 10.15 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.89 k 0.89 k Area Required 8.387 in2 8.387 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.82 k Bearing Length Req'd 0.114 in Max. Right Reaction 0.82 k . Bearing Length Req'd 0.114 in 1 24-- j.":11' =dNECRIN Rev: 580004 User. KW -0601716, Ver 5. (c)1983-2003 ENERCALC Description C1 Title : Dsgnr: Description Scope: General Timber Beam. Job ,# Date: 11:27AM, 1 OCT 07 Page 2 (della penia)07-1408.161.ecw:Calculatlons Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.82 k 0.0000 In @ Right Cant. Location = 0.00 ft0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In . 125- Title : Dsgnr: Description Scope : Job # Date: 11:27AM, 1 OCT 07 User. KW -0601716, Ver 5.8.0, 1 -Dec -2003 age 1 (c)1983nuv,oou .2003uu�I Gl TibB eam er m enera ENERCALC EnalneerinA Software (della penia)07.1408.161.ecw:Calculatlons Description C2 General Information 0.058 : 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 12x18 Center Span 14.50 ft .....Lu 14.50 it Beam Width 11.500 in Left Cantilever ft ... , .Lu 0.00 ft Beam Depth 17.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 21.4 k Bm Wt. Added to Loads 4.77 k -ft Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 10.00 #/ft LL 10.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 255.0.lbs lbs lbs lbs lbs lbs. lbs ...distance 7.200 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 14.50ft, Beam Width = 11.5001n x Depth = 17.5in, Ends are Pin -Pin Max Stress Ratio 0.058 : 1 1 utas Lulu _a..a va...a..v.v...• Deflection Maximum Moment -0.019 In Deflection 4.8 k -ft Maximum Shear * 1.5 1.2 k Allowable 0.0 82.1 k -ft ...Length/Defl Allowable 9,044.75 Right Cantilever... 21.4 k Max. Positive Moment 4.77 k -ft at 7.192 ft Shear: @ Left 0.91 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Left @ Right 0.90 k Max @ Left Support 0.00 k -ft @ Right 0.000 in Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center . 0.0221n Max. M allow 82.06Reactions. .. @ Right 0.000in fb 97.43 psi fv 6.04 psi Left DL 0.71 k Max 0.91 k Fb 1,677.56 psi Fv 106.25 psi Right DL 0.71 k Max 0.90 k Deflections %.V11LVI QIJ011... --_1 ... 1 utas Lulu _a..a va...a..v.v...• Deflection -0.0151n -0.019 In Deflection 0.000 in 0.000 in ...Location 7.250 ft 7.250 ft ...Length/Deft 0.0 0.0 ...Length/Defl 11,899.8 9,044.75 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.022 in ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in - 12.6- DUNG Title : Dsgnr: Description Scope : Job # Date: 11:27AM, 1 OCT 07 Rev: oauuw Page 2 User. KW -0601716. Ver 5.8.0, 1 -Dec -2003 General Timber Beam g (c)1963 2003 ENERCALC Enalneerino Software (della penia)07-1408.161.emCelculations Description .C2 Stress Calcs Bending Analysis Ck 24.972 Le 27.854 ft Sxx 586.979 in3 Area 201.250 Int Cf 1.000 Rb 6.652 Cl 0.994 27- Max Moment Sxx Req'd Allowable fb @ Center 4.77 k -ft 34.09 in3 1,677.56 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right, Support Design Shear 1.22 k 1.21 k Area Required 11.443 in2 11.363 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.91 k Bearing Length Req'd 0.127 in Max. Right Reaction 0.90 k Bearing Length Req'd 0.126 in Query Values M; V; &'D @'Specified Locations Moment • Shear Deflection @ Center Span Location— 0.00 ft 0.00 k -ft 0.91 k 0.0000 In @ Right Cant. Location = 0.00 It 0.00 k -ft 0.00 k 0.0000 In @ Left Cant. Location = 0:00 ft 0.00 k -ft 0.00 k 0.0000 In 27- LUNG Title : Dsgnr: Description Scope : Job # Date: 11:27AM, 1 OCT 07 UserZ%W' 017l5•Ve,5.8.0.1-Dec-2003 ' General Timber Beam ' Page 1 (c)1983.2003 ENERCALC Engineering Software (della penia)07-1408.161.ecw:Calculallons Description C3 General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 12x18 ...Location Center Span 16.67 ft .....Lu 2.00 ft Beam Width 11.500 In Left Cantilever ft .....Lu 0.00 ft Beam Depth 17.500 In Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 0.000ln Bm Wt. Added to Loads 1.74 k Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 24:00 #/ft LL 24.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL. #/ft LL #/ft Point. Loads Live Load 200.0 lbs 200'0 lbs lbs lbs lbs ...distance 4.670 ft 11.670 ft 0.000 ft 0.000 ft 0.000 ft Span= 16.67ft, Beam Width = 11.500in x Depth = 17.51n, Ends are Pin -Pin Max Stress Ratio 0.112 ; 1 Maximum Moment 7.8 k -ft Maximum Shear " 1. Allowable 82.5 k -ft Allowable Max. Positive Moment 7.77 k -ft at 8.535 ft Shear: Max. Negative Moment 0.00 k -ft at 16.670 ft. Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 82.48 Reactions... fb 158.81 psi fv 11.93 psi Left DL 1.33 k Fb 1,686.15 psi Fv 106.25 psi Right DL 1.30 k Deflections Center Span... Dead Load Deflection -0.038 In ...Location 8.335 ft ...Length/Deft 5,310.6 Camber ( using 1.5' D.L. Defl ) ... @ Center 0.057 In @ Left 0.000 In @ Right 0.000 In VIGI t.VGU lbs. lbs -0.0491n Deflection 8.335 ft ...Length/Defl 4,081.59 Right Cantilever..: 21.4 k Deflection 1.74 k ...Length/Deft -12'8- 5' lbs. lbs 0.000 ft 0.000 ft 0.0 Beam Design OK 0.000 In 2.4 k 0.0 21.4 k @ Left 1.74 k @ Right 1.70 k @ Left 0.000in @ Center 0.0571n @ Right 0.000ln Max 1.74 k Max 1.70 k 0.000 In 0.000 in 0.0 0.0 0.000 in 0.000 In 0.0 0.0 H User: KW0601715, Ver 5.8.0, 1 -Dec -2003 ' (c)1983.2003 ENERCALC Engineering Software Description C3 Title : Ds,gnr: Description Scope : General Timber Beam Job # Date: 11:27AM, 1 OCT 07 Page 2 (della oenta)07.1408.161.ecw:Calculatlons Stress Calcs Bending Analysis Ck 24.972 Le 4.118 ft Sxx 586.979 In3 Area 201.250 in2. Cf 1.000 Rb 2.558 CI 0.999 - 1 2'9 - Max Moment Sxx Read Allowable fb @ Center 7.77 k -ft 55.28 In3 1,686.15 psi @ Left Support 0.00 k -ft 0.00 In3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 In3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.40 k 2.35 k Area Required 22.590 in2 22.081 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.74 k Bearing Length Req'd 0;242 in Max. Right Reaction 1.70 k Bearing Length Req'd 0:236 in Que.ryvalues M; V;':& D @ Specified Locations Moment Shear 'Deflection @ Center Span Location = .0.00 ft 0.00 k -ft 1.74 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0:0000 in - 1 2'9 - 1111111H Title : Dsgnr: Description Scope : Job # Date: 11:27AM, 1 OCT 07 Rev: 580004 User: M-0001715,Ver5.8.0,1-Dec-2003 General Timber Beam Page 1. (c)1983.2003 ENERCALC Engineering Software (delle penia)07-1408-181.ecw:Calculetions Description C4 General information 0.188 : 1 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base aliowables are user defined Section Name 5.125x18 ueaa L.oaa Center Span 16.50 it .....Lu 16.50 ft Beam Width 5.1251n Left Cantilever it .....Lu 0.00 it Beam Depth 18.000 in Right Cantilever it .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 ...Length/Deft Bm Wt. Added to Loads Max. Positive Moment Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000pcf E 1,700.0ksl Full Length Uniform Loads Center DL 108.00 #/ft LL 80.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live.Loady 404.0 lbs lbs lbs lbs lbs - lbs lbs ...distance 11.830 ft 0.000 It 0.000 ft 0.000 It 0.000 ft 0.000 it 0.000 ft Beam Design OK Span=16.50ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio 0.188 : 1 Total Load Lett cantuever.., ueaa L.oaa I otal t-oac Maximum Moment -0.090 In 11.8 k -ft Maximum Shear * 1.5 4.0 k Allowable 8.580 ft 62.7 k -ft 0.0 Allowable ...Length/Deft 27.7 k Max. Positive Moment 11.79 k -ft at 10.560 ft Shear: @ Left 2.23 k Max. Negative Moment 0.00 k -ft at 16.500 ft 0.135 In @ Right 2.98 k Max @ Left Support 0.00 k -ft @ Left 0.000 In Camber: @ Left 0.000 In Max @. Right Support 0.00 k -ft 0.000 in @ Center 0.1351n Max. M allow 62.70Reactions... @ Right 0.000in lb 511.14 psi fv 43.50 psi Left DL 1.45 k Max 2.23 k Fb 2,718.50 psi Fv 300.00 psi Right DL 2.03 k Max 2.98 k Deflections Center Span... Dead Load Total Load Lett cantuever.., ueaa L.oaa I otal t-oac Deflection -0.090 In -0.133 in Deflection 0.000 in 0.000 in ...Location 8.646 ft 8.580 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,195.8 1,484.08 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.135 In ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in - 130 - DUNG Title : Dsgnr: Description Scope: Job # Date: 11:27AM, 1 OCT 07 Rev: bt10uN Page 2 User: KW -08017l6, Ver 6.6.0, 1 -Dec -2003 fell 983-2003 ENERCALC EncinaedGeneral Timber Beamno Software (della penia)07-1408.161.ecw:Calculellons Description . C4 Stress Calcs Bending Analysis Ck 19.306 Le 31.218 ft Sxx 276.750ln3 Area 92,250 in2, Cv 1.000 Rb 16.026 Cl 0.906 Max Moment Sxx Redd Allowable fb @ Center 11.79 k -ft 52.03 in3 2,718.50 psi @ Left Support 0.00 k -ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 In3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.88 k 4.01 k Area Required 9.609 in2 13.376 Int Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 2.23 k Bearing Length Req'd 0.669 In Max. Right Reaction 2.98 k Bearing.Length Req'd 0.895 in QueryValues M; V; &`D'@ Speclfled Locations Moment Shear Deflection @ Center Span Location = 0.00 It 0.00 k -ft 2.23 k 0..0000 In @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @Left Cant. Location = 0.00 ft 0.00k -ft 0.00 k 0:0000 in - 1 3 1 - `REFERENCE s3. LLL` . �$� . . . . . . . . . . ti/cr- trot.=. l��L3 Z. C31�''= r33 Z USE rx v �8 �s Of . .0. . cli . DLL = .L.47 4 o .7s ,. DLR ry9N y.. r . . . . . .� . . . . `L. ' 6,Std . . . USE its fl Y. r . . . . . . . . C-7. DLL ` . -L-T"s. LLL= 157 LLR= . . . . . . . . . . USE . . . . . . . C 3 x t .03. 7 �.a� �� >11 -Z3 DL 274 . i6 t.f DLR LLL �I ilk LLR= 1.p4 1 wpt.z rC�C`�J .1-1 C�tF -7 zs� USE SHEET YOUNG ENGINEERING 5ERVIGE5 DATE JOB NAME.: 7I-804 WILDCAT DR. SUITE G 13'2 - PALM DE5ERT, GA. 92211 BY: JOB NO.: I PH 760-960-5770 FAX 160-360-5714 l Title : Dsgnr: Description Scope : Job # Date: 2:57PM, 13 DEC 07 User: KW -0601715• Ver5.6.0, 1 -Nov -2006 General Timber Beam Page 1 (c)1983-2008 ENERCALC Engineering Software (della pente)07-1408-161.ecw:Calculalions Description C5 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 Span= 23.67ft, Beam Width = 5.1251n x Depth = 18.1n, Ends are Pin -Pin Center Span 23.67 ft .....Lu 2.00 ft Beam Width 5.1251n Left Cantilever ft ' .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 13.0 k -ft Bm Wt. Added to Loads 1.5 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000pcf E ' 1,800.0ksl Full Length Uniform Loads Center DL 24.004/ft LL 24.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever . DL #/ft LL #/ft Dead`L-oad 1332:01bs 1;332:O:Ibs lbs- lbs lbs lbs lbs Live load 404,.0 lbs 404.0'lbs lbs . lbs lbs lbs lbs distance 4:670 ft 19:000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft summa ry �• - Beam. Design OK 0 -13T- Span= 23.67ft, Beam Width = 5.1251n x Depth = 18.1n, Ends are Pin -Pin Max Stress Ratio 0.200 : 1 Maximum Moment 13.0 k -ft Maximum Shear 1.5 3.7 k Allowable 65.3 k -ft Allowable 27.7 k - Max. Positive Moment 13.04 k -ft at 11.835 ft Shear: @ Left 2.57 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.57 k Max @ Left Support 000 k -ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k -ft @ Center 0.3481n Max. M allow 65.33Reactions... @ Right 0.000in fb 565.36 psi fv 40.15 psi Left DL 1.88 k Max 2.57 k Fb .2,832.93 psi Fv 300.00 psi Right DL 1.88 k Max 2.57 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.232 In -0.318 in Deflection 0.000 in 0.000 In ...Location 11.835 ft 11.835 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,222.6 892.07 Right Cantilever... Camber ( using 1.5 " D.L. Defl ) ... I Deflection 0.000 in 0.000 In @ Center 0.348 in ...Length/Defl, 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 0 -13T- Title : Job # . Dsgnr: Date: 2:57PM, 13 DEC 07 - Description Scope: Rev: 580004 User. KW -0601715, Ver 5.8.0,1.Nov-2006 General Timber Beam Page 2 (c)1983.2006 ENERCALC Engineering Software (delle penle)07-1408-161.ecw:Calculallons Description C5 Stress Calcs Bending Analysis Ck 19.865 Le 4:118 It Sxx 276.750 in3 Area, 92.250 int Cv 0:949 Rb 5.821 Cl 0.995 Max Moment Sxx Rea' d Allowable fb @ Center 13.04 k -ft 55.23.in3 2,832.93 psi @ Left Support 0.00 k -ft 0.00 In3 2,846.52 psi @ Right Support 0:00 k -ft UO in3 2,846.52 psi Shear Analysis @ Left Support @ Right Support Design Shear • 3.70-k 3.70 k Area Required 12.347 In2 12:347 in2 Fv: Allowable 300:00 psi 300.00 psi Bearing @:Supports + Max. Left Reaction, 2.57 k Bearing Length Req'd 0:771 in 'Max: Rlght'Reaction 2.57 k- Bearing Length Req'd 0.771 in Query.Values.; M; V,'& D'@:Specified Locations Moment Sheac Deflection ' @ Center Span Location = 0.00 ft 0.00 k -ft 2.57 k 0:0000 in g. Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0:0000 in @-Left•..Cant. Location-= 01.00 ft 0.00k -ft 0.00.k 0:0000 in etv ce9 Rev: 580004 User: KW -0801715, Ver 5.8.0, Description C6 Title: Dsgnr: Description Scope: General Timber Beam Job # Date: 11:27AM, 1 OCT 07 Page 1 408.161.emCaiculations General Information 404.0 lbs Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 lbs lbs Center Span 25.25 ft .....Lu 2.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 0.267 : 1 Bm Wt. Added to Loads 581.70 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin FC Allow 650.0 psi Wood Density 35.000pcf E 1,700.0ksl Full Length Uniform Loads Center DL 40.00 #/ft LL 40.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Ioad 404.0 lbs 404.0 lbs 153.0 lbs lbs lbs lbs lbs ...distance 4.000 ft 18.330 ft 23.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary 0.000 in 0.000 in ...Location Beam Design OK Span= 25.25ft, Beam Width = 5.125in x Depth = 18.1n, Ends are Pin -Pin ...Length/Deft 0.0 Max Stress Ratio 0.267 : 1 835.6 581.70 Maximum Moment 18.4 k -ft Maximum Shear * 1.5 4.7 k Allowable Deflection 68.8--k-ft Allowable • 0.000 in 27.7 k Max. Positive Moment 18.37 k -ft at 14.948 ft Shear. @ Left 3.27 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 3.20 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.544 In Max. M allow 68.82 Reactions... @ Right 0.000 In fb 796.50 psi fv 50.75 psi Left DL 2.30 k Max 3.27 k Fb 2,983.85 psi Fv 300.00 psi Right DL 2.19 k . Max 3.20 k Deflections Center Span... Dead Load Total Load Lett Cantilever... ueaa Loao I otal Logo Deflection -0.363 In -0.521 in Deflection 0.000 in 0.000 in ...Location 12.827 ft 12.827 ft ...Length/Deft 0.0 0.0 ...Length/Deft 835.6 581.70 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.544 in ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in .135- OUNG Title : Dsgnr: Description Scope : Job # Date: 11:27AM, 1 OCT 07 rcay. oouuuv Page 2 User: KW -0601716, Ver 5.8.0, 1 -Dec -2003 General Timber Beam (1119832003 ENERCALC Enalneerina Software (delle penia)07.1408.161.ecw:Calculailons Description C6 Stress Caics Bending Analysis Ck 19.306 Le 4.118 ft - Sxx 276.750 In3 Area 92.250 in2. Cv 1.000 Rb 5.821 CI 0.995 - 136 - Max Moment Sxx Reo'd Allowable fb @ Center 18.37 k -ft 73.87 In3 2,983.85 psi @ Left Support 0.00 k -ft 0.00 In3 3,000.00 psi @ Rlght.Support 0.00 k -ft 0.00 In3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.68 k 4.58 k Area Required 15.605 in2 15.257 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 3.27 k Bearing Length Req'd 0.980 in Max. Right Reaction 3.20 k Beering Length Req'd 0.959 in Quer Values M V; & D-@ Specified'•Locations Moment Shear Deflection .@ Center'Span Location = 0.00 ft 0.00k -ft 3.27 k 0.0000 in @ RlghtCant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0':0000 in - 136 - Title Dsgnr: Description Scope: Job # Date: 11:27AM, 1 OCT 07 nnv. oouuu-, User: KW -0601716, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 1 (c)1883.2003 ENERCALC Engineering Software (della penta)07-1408-181.ecw:Celculetions Description C7 L General Information 0.015 : 1 Code Ref: 1997/2001. NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x111 Dead Load Center Span 8.75 ft .....Lu 2.00 ft Beam Width 5.125 in Left'Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Glul-am Douglas Fir, 24F - V4 27.7'k Bm Wt. Added to Loads 0.88 k -ft Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin=Pin Fc Allow 650.0 psi Wood. Density 35.000 pcf E 1,700.0 ksi Full Length Uniform Loads Center DL 35.001•#/ft LL 35.00 #/ft Left Cantilever DL #/ft l- #/ft Right Cantilever DL #/ft LL #Ift Summary. Beam Design OK Span= 8.75ff,. Beard Width= 5.1251n x Depth = 18.1n,'Ends are Pin -Pin Max Stress Ratio 0.015 : 1 Total Load Left Cantilever... Dead Load Total Load Maximum Moment -0.002 in 0.9 k -ft Maximum Shear* 1.5 0:4 k Allowable 4.375 ft 68.8 k -ft ...Length/Deft Allowable 0.0 27.7'k Max. Positive Moment 0.88 k -ft at 4.375 ft Shear. @ Left 0:40 k Max. Negative Moment 0.00 k -ft at 8.750 ft @ Center - @ Right 0.40 k Max @ Left Support 0.00 k -ft 0.0 @ Left Camber: @ Left 0.000in Max @ Right Support 0.00 k=ft @ Right 0.000 in @ Center 0.0031n Max. M allow 68.82Reactions... • @ Right 0.000 in fb 38.35 psi fv 4.37 psi Left DL 0.25 k ' - Max 0.40 k Fb 2,983:85 psi Fv 300.00 psi Right DL 0.25 k Max 0.40 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.003 In Deflection 0.000 in 0.000 in ...Location 4.375 ft 4.375 ft ...Length/Deft 0.0 0.0 ...Length/Deft 58,706.7 36,474.56 Right Cantilever... 0.40 k Camber ( using 1.5 " D.L: Defi ) ... 1.342 in2 Deflection 0.000 In 0.000 in @ Center - 0.0031n Bearing @ Supports ...Length/Defi 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.121 in Max. Right Reaction 0.40 k @ Right 0.000 in Stress Calcs . Bending Analysis Ck 19.306 Le 4.118 ft Sxx 276.750 In3 Area 92.250 in2 Cv 1.000 Rb 5.821 Cl 0.995 -13T- Max Moment Sxx Rea' d Allowable fb @ Center 0.88 k -ft 3.56 In3 2,983.85 psi @ Left Support 0.00 k -ft 0.00 In3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.40 k' 0.40 k Area Required 1.342 1n2 1.342 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 0.40 k Bearing Length Req'd 0.121 in Max. Right Reaction 0.40 k Bearing Length.Req'd 0.121 in -13T- ' eN cra Rev: 580004 Uaer: KW0801716, Ver 5.8.0, 1•Dec-2003 (c)1983.2003 ENERCALC Engineering Software Description C7 Title : Dsgnr: Description Scope General Timber Beam - Job # Date: 11:27AM, 1 OCT 07 81.81 ME! Page 2 19. uery Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.40'k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 138 - INEERIN SERI/ Title : Dsgnr: Description Scope: Job # Date: 11:27AM, 1 OCT 07 User: 7W-0601715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 1 (c)1963.2003 ENERCALC Engineering Software (della penia)07-1408.161.ecw:Calculations Description C8 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabtes are user defined Section Name 5.125x18 Center Span 23.75 ft .....Lu 2.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 ...distance 1.250 ft Bm Wt. Added to Loads 19.250 it Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000pcf E 1,700.0ksi Full Length Uniform Loads Center DL 35.00 #/ft LL 35.00 #/ft Left Canfllever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point-Loaft Dead Load" 1;994.0 Ibs 1,994:0 Ibs 2,031:0Ibs lbs. Ibs Ibs lbs UvwLoad 688.0 lbs 688:0 lbs 950.0 lbs Ibs Ibs lbs lbs ...distance 1.250 ft 2.500 It 19.250 it 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 23.75ft,'Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio 0.267 : 1 Maximum Moment 18.4 k -ft Maximum Shear * 1.5 5.7 k Allowable 68.8 k -ft Allowable 27.7 k Max. Positive Moment 18.36 k -ft at 13.395 ft Shear: @ Left 6.60 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 3.94 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.493 In Max. M allow 68.82 Reactions... @ Right 0.000 in fb 796.12 psi fv 61.88 psi Left DL 4.74 k Max 6.60 k Fb 2,983.85 psi Fv 300.00 psi Right DL 2.64 k Max. 3.94 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.329 In -0.483 In Deflection 0.000 In 0.000 in ...Location 11.970 ft 11.970 ft ...Length/Deft 0.0 0.0 ...Length/Deft 867.2 589.91 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 In 0.000 in @ Center 0.493 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in - 139 - Title Dsgnr: Description Scope: Job # Date: 11:27AM, 1 OCT 07 Reser:KW0601716,Ver 5.8.0,1 -Dec -2003 General Timber Beam Page 2 11983r.oou'-2nuauaS EIJERCALC Enninearinn Anfl— Idella menta107-1408.161.ecw:Calculallons Description C8 Stress Caics Bending Analysis Bearing Length Req'd 1.982 In Ck 19.306 Le 4.118 It Sxx 276.750ln3 Area . 92.250 Int Cv 1.000 Rb 5.821 Cl 0.995 -°"M.' V '& V0,,Speclfied Locations - Max Moment Sxx Rea' d Allowable fb @.Center 1'8.36"k -ft 73.84 In3 2,983.85 psi @Left Support 0.00 k -ft 0.00 In3 3,000.00 psi @;Right Support 0.00 -k -ft 0.00 In3 3,000.00 psi Shear. -Analysis @ Left Support @ Right.Support Design Shear 5.6B k 5.71 k Area' Required 18.946 int 19.027 In2 Fv: Allowable 300:00 psi 300:00 psi Bearing:@ Supports Max: Leff Reaction 6.60 k Bearing Length Req'd 1.982 In Max. Right Reaction 3.94 k Bearing Length Req'd 1.1'82 In Queryimues -°"M.' V '& V0,,Speclfied Locations - -Moment Shear Deflection @ Center Span.Locatlon = 0.00 ft 0:00 k -ft 6.60 k 0.0000 In @ Ribht:Cant. Location .= 0:00 It 0.00k -ft 0.00 k 0.0000 in @-Left-Cant.'Location = 0.00 ft 0.00 k=ft 0.00 k 0:0000 in - 1 4.0 - Title : Job # Dsgnr: Date: 11:21AM, 1 OCT 07 ' Description ; Scope Dser:KW-06-0,715,ver5.B.0,l-Dec-2093 General Timber Beam Page 1 (01983-2003 ENERCALC Engineering Software (delle pante)07.1408.181.ecw:Calculalions Description RAFTERS AT CARPORT General Information summary. Span= 16:00ft Right'Cant= 2.25ft, Beam Width = 7.500in x Depth= 9.51n, Ends are Pin -Pin Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined. Section Name 8x10 Lead Loaa ' Center Span 16.00 ft .....Lu 0.00 it Beam Width 7.500 In Left Cantilever it .....Lu 0.00 it Beam Depth 9.500 In Right Cantilever 2.25ft .....Lu 0.00 ft Member Type Sawn Douglas Fir.- Larch, No.1 1.5 Bm Wt. Added to Loads 1,268.30 Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin . Fc Allow 625.0 psi Wood.Denslty 34.000.pcf E 1,600.0 ksl Full Length Uniform Loads Center DL 32:00 #/ft LL • 40,00 #/ft Left Cantllever DL #/ft LL #/it Right Cantilever DL 4/ft LL Oft Center Span... summary. Span= 16:00ft Right'Cant= 2.25ft, Beam Width = 7.500in x Depth= 9.51n, Ends are Pin -Pin Total Load Beam.Design 'OK Lead Loaa ' I otal Load Deflection Max Stress, Ratio 0:178: 1 Deflection 0.000 In 0.000 in ...Location 8.000 ft Maximum`tvloment ...Length/Deft 2.8 k -ft Maximum Shear ` 1.5 1.0 k 1,268.30 Right Cantilever... Allowable 15.9 k -ft Allowable 9.157 in2 7.6 k 0.035 in 0.065 in Max: Positive Moment 2.82 k -ft at 8:000 ft Shear @ Left 0.71 k @ Left 0.000 in Max. Negative Moment -0.04 k -ft at 16,000 ft @ Right 0.71 k Max @ Left Support 0.00 k -ft Stress Calcs Camber: @ Left 0.000in Max @ Right Support -0.04 k -ft @ Center 0.1241n Ck 24.972 Le 0:000 ft Max, M allow 15.86Reactions... 71.250 in2 @ Right 0.0531n Cl 707.922 fb• 300.08 psi fv 13.66 psi Left DL 0.39 k Max 0.71 k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.43 k Max 0.75 k Deflections Center Span... Dead Load Total Load Left cantilever... Lead Loaa ' I otal Load Deflection -0.0831n -0.151 in Deflection 0.000 In 0.000 in ...Location 8.000 ft 8.000A ...Length/Deft 0.0 0.0 ...Length/Deft 2,324.7 1,268.30 Right Cantilever... 0.97 k Camber ( using 1.5 • D.L. Defl ) ... 9.157 in2 Deflection 0.035 in 0.065 in @ Center 0.124 in Bearing @ Supports ...Length/Deft 1,529.6 827.9 @ Left 0.000 in Bearing Length Req'd 0.151 in Max, Right Reaction 0.75 k @ Right 0.053 in Stress Calcs Bending Analysis Ck 24.972 Le 0:000 ft Sxx 112.813 in3 Area 71.250 in2 Cf 1.000 Rb 0.000 Cl 707.922 Max Moment Sxx Rea' d Allowable fb @ Center 2.82 k -ft 20.06 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.04 k -ft 0.30 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.96 k 0.97 k Area Required 9.082 'in2 9.157 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max, Left Reaction 0.71 k Bearing Length Req'd 0.151 in Max, Right Reaction 0.75 k Bearing Length Req'd 0.160 in. 1.4 2.- Title: Job # Dsgnr: Date: 11:21AM, 1 OCT 07 Description a ces Scope: Rev: 5e0004 User: KW -0601716, Ver 6.8.0, 1 -Dec -2003 General Timber Beam Pae 2 g (c)1983-2003 ENERCALC Engineering Software (della penla)07-1408-161.ecw:CalculatIons Description RAFTERS AT CARPORT Query Values M, V, &D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.71 k 0.0000 in @ Right Cant, Location = 0.00 ft 0.00 k -ft 0.71 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In 1.4 2.- FJ2 ® _ TJ•eesm®6.25 Serial Number. 700 ,5 04969 11 7/8" TJI® 230 @ 16" o/c Page 1 Engin 07 Versio7:16PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.26.77 CONTROLS FOR THE APPLICATION AND LOADS LISTED. . ❑, ,❑ 117' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member, Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 %s duration, 41.0 Dead SUPPORTS: Input Bearing Vertical'Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift/Total Depth 1 Timberstrand LSL Beam 3.50" Hanger 327 / 335 / 0 / 662 1 -1.1.88" ' N/A, Face Nall Hanger None 2 Timberstrand LSL Beam 3.50" Hanger 327 / 335 / 0 / 662 1 11.88" N/A TopMount Hanger None HANGERS: Simpson Strong -Tie@ Connectors Support `Model Slope .Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Face Mount'Hanger IUT3512 0/12 0 No N/A N/A NIA 2 Top Mount Hanger ITT3511.88 0/12 0 N/A No 0 N/A -Nailing for Support 1: Face: 10-N10, Top N/A, Member: 2-N10 -Nailing for Support 2: Face: 2-N10 , Top 4-N10 , Member: 2-N10 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 630 -630 1655 Passed (38%s) Rt.'end Span 1 under Floor loading Vertical Reaction (Ibs) 630 630 1460 Passed (43%s) Bearing 2 under Floor loading Moment (Ft -Lbs) 1837 1837 4015 Passed (46%) MID Span 1 under Floor loading Live Load Defl (in) 0.075 0.389 Passed (U999+) MID Span 1 under Floor loading Total Load Defl (in) 0.151 0.583 Passed (U925) MID Span 1 under Floor loading TJPro 54 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U360,TL:U240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 62" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by beams. Additional. considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.45 PROJECT INFORMATION: 07-1408-161 OPERATOR INFORMATION: BRONZ YOUNG YOUNG ENGINEERING SERVICES 215 KEYS RD YAKIMA, WA 98902 Phone: (760) 360-5770 Fax :(760)360-5719 SE4044@AOL.COM Copyright ° 2006 by True Joist, a Weyerhaeuser Business TJI°,TJ-arum and Timbers trend are registered trademarks of True Joint. e - I Joist", Pro ^ and TJ -Pros are trademarks of Trus Joist. Simpson Strong-Tiem Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. Ci\Documents and Settings \Worketationl\Desktop\Y0UN0 JOBS\1400\(DELLA PEP- 1 43 -L61\CALC\PJ2.mmW (DO n_ W� i' �'A\' *KrlutumrBusiness TJ -Beam® 6.26 Serial Number. 7005104969 Us r: 2 9/24/2007 1.41.19 PM FJ2 11 7/8" TJ I® 230 @ 16" o/C Paget Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of Its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not. been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. Operator Notes: YOUNG ENGINEERING SERVICES PROJECT INFORMATION: 07-1408-161 OPERATOR INFORMATION: BRONZ YOUNG YOUNG ENGINEERING SERVICES 215 KEYS RD YAKIMA, WA 98902 Phone: (760) 360-5770 Fax : (760) 360-5719 SE4044Qa AOL.COM Copyright o 2006 by True Joist, a Weyerhaeuser Business TJI°,TJ-Beamm and TimberStrando are registered trademarks of True Joist. e - I Joist', Pro" and TJ -Pro' are trademarks of True Joist. Simpson Strong-Tiem Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. Cs\Documents and Set tinge \Worketationl\Desktop\YOUNG JOBS\1400\!DELLA PE - 1 4* - 161\CALC\PJ2.sms FJ2 11 7/8" TJ 1@ 230 @ 16 o/c TJ -Beam® 8.26 Serial Number: 7005104969 User. 2 9/24/2007 1:41:19 PM Page Engine Version: 6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED. Load Group: Primary Load Group 11' 8.00" Max. Vertical Reaction Total (lbs) 662 662 Max. Vertical Reaction Live (lbs) 327 327 Selected Bearing Length (in)' Max. Unbraced Length (in) 62 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 319 -319 Max Shear at Support (lbs) 319 -319 Member Reaction (lbs) 319 319 Support Reaction (lbs) 335 335 Moment (Ft -Lbs) 930 Loading on all spans, LDF = 1.00 1.0 Dead + 1.0 Floor Shear at Support (lbs) 630 -630 Max Shear at Support (lbs) 630 -630 Member Reaction (lbs) 630 630 Support -Reaction (lbs) 662 662 Moment (Ft: -Lbs) 1837 Live Deflection (in) 0.075 Total Deflection (in) 0.151 PROJECT INFORMATION: 07-1408-161 OPERATOR INFORMATION: BRONZ YOUNG YOUNG ENGINEERING SERVICES 215 KEYS RD YAKIMA, WA 98902 Phone : (760) 360-5770 Fax :(760)360-5719 SE4044@AOL.COM Copyright O 2006 by True Joist, a Weyerhaeuser Business TJI°,TJ-Beamm and TimberStrandm are registered trademarks of True Joist. e -I Joist',Pro' and TJ -Pro" are trademarks of True Joist. Simpson Strong-Tiem Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. C,\Documents and Settings\Workstationl\Desktop\YOUNG JOSS\1400\(DELLA PL: l.'4-5 -•161\CALC\FJ2.eme �.� RJ6 (/�,tdiazuserBusintss 11 7/8" TJI® 360n 16" O/C Tf-BeerrO 6.25 Serial Number. 7005104969 V User: ngine2/1 007ion:6.40AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.25.71 CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: OM2 Roof SlopeOM2 a: .a a 24' 1 .All dimensions are-lrorizoi tal. Product Diagram is Conceptual. LOADS: Analysis is.for a Joist'Member. Primary Load Group - Roof (psf): 20.0 Live at 125 % duration, 25.0 Dead SUPPORTS: Input Bearing Vertical Reactions (lbs) Ply Depth Nailing Width, Length L'Ive/Dead/Uplift1Total Rt. end Span 1 under Roof loading Depth 1 Timberstrand LSL Beam.. .3:50" Hanger 280:/ 35010;/ 630 1 11:88" N/A 50" Hanger 280/ 30/O 6302 Timberstrand`LSL Beam 3 1 11, 88" N/A HANGERS::Slurps'on Sfrona=Tfe� Connectors Passed (40%) MID Span 1 under Roof loading _. . . Support: Model Slope Skew Reverse Top°Flange Top:Flange Flanges Offset Slope 'I Face Mount Hanger• ItJT35:}2. 0/12 0. .:. No .: N/A N/A 2 Top Mount Hanger. ITT3511.88 0/12 0 N/A No 0 -Nailing for Support 1: Face: 10-N10, Top N/A, Member: 2-N:10 -Nailing.for Support2: Face: 2-N10, Top 4-N1'0, Member: Z -N10 DESIGW&0NTR01LS: Maximum Design Control Control Location Detail Other Face Nail Hanger None Top Mbunt`Hanger None Support -Wood Species N/A N/A Shear (lbs) 613 -613 2131 Passed (29%) Rt. end Span 1 under Roof loading Veitical Reaction (Ibs) 613 613 ' 1881 Passed (33%) Bearing 2 under Roof loading Moment (Ft -Lbs) 3126 3126 7725 Passed (40%) MID Span 1 under Roof loading Live Load Defl (in) 0.274 0.681 Passed (0895) MID Span 1 under Roof loading Total Load Defl (in) 0.616 1.021 Passed (U398) MID Span 1 under Roof loading -Deflection Criteria: STAN DARD(LL1/360,TL1/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 4'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of Its products by this software will be accomplished in accordance with. TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the. TJ Custom product listed above. PROJECT INFORMATION: 07-1408-161 OPERATOR INFORMATION: BRONZ YOUNG YOUNG ENGINEERING SERVICES 215 KEYS RD YAKIMA, WA 98902 Phone : (760) 360-5770 Fax :(760) 360-5719 SE4044QAOL.COM Copyright ° 2006 by True Joist, a Weyerhaeuser Business TJI°,TJ-Beamm and TimberStrandm are registered trademarks of True Joist. e - I Joist",Pro" and TJ -Pro' are trademarks of True Joist. Simpson Strong-Tiem Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. C:\Documents and Sett ings\Works tat ionl\Desktop\YOUNG JOBS\1400\(DELLA F^ i,2 S•:^_161\CALC\RJ6.sms AW, RJ6 ®�o~ TJ -Beam 6.25 Serial Number. 05104969"� 117/8" TJ I@ 360 @ 16" o/c Page Engine Version: THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version: 6.25.71 CONTROLS FOR THE APPLICATION AND LOADS LISTED Operator Notes: YOUNG ENGINEERING SERVICES PROJECT INFORMATION: OPERATOR INFORMATION: 07-1408-161 BRONZ YOUNG YOUNG ENGINEERING SERVICES 215 KEYS RD, YAKIMA, WA 98902 Phone: (760) 360-5770 Fax :(760)360-5719 SE4044QAOL.COM Copyright a 2006 by True Joist, a Weyerhaeuser Business TJIm, TJ-Beamm and TimberStrandm are registered trademarks of True Joist-. e -I Joist", Pro' and TJ -Pro" are trademarks of Trus.Joist. , Simpson Strang-Tiem Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. i C.\Documents and Settings \Workstationl\Deektop\YOUNG JOBS\1400\(DELLA -t- 1 417'- 1-161\CALC\RJ6.8ms �RJ6 S;J-Beam® 6.25 Serial Numb 005 04969"� 11 7/8" TJ I® 360 n 16" o/c User:2 i2/12/10:33:40 �i Page Engine 2007Version: 6.25.71AM ersln:625.71M THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION.AND LOADS LISTED Load Group; Primary Load Group 20' 5.00" Max. Vertical Reaction Total (lbs) 630 630 Max. Vertical Reaction Live (lbs) 280 280 Selected Bearing Length (in) Max. Unbraced Length (in) 56 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 3.40 -340 Max Shear at Support (lbs) 340 -340 Member Reaction (lbs) 3.40 340 Support Reaction (lbs). 350 350 Moment (Ft -Lbs) 1737 Loading on all Bpans, LDF = 1.25 1.0 Dead + 1.0 Floor + 1.0 Roof Shear -at Support (lbs) 613 -613 Max Shear at Support (lbs) 613 =613 Member Reaction. (llie) 613 613 Support Reaction ('lbs) 63'0 ;630 Moment (Ft -Lbs) 3126 Live .Deflection. (in) 0.'274 Total.Deflection (in) 0.6i6. PROJECT INFORMATION: 07-1408-161 OPERATOR INFORMATION: BRONZ YOUNG YOUNG ENGINEERING SERVICES 215 KEYS RD YAKIMA, WA 98902 Phone: (760) 360-5770 Fax :(760)360-5719 SE4044@AOL.COM Copyright 0 2006 by Trus Joist, a Weyerhaeuser Business TJIm,TJ-Beamm and TimberStrandm are registered trademarks of True Joist. e -I Joist',Pro' and TJ -Pro' are trademarks of True Joist. Simpson Strong-Tiem Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. Ci\Documents and Set tinge \ Works tationl\Desktop\YOUNG JOBS\1400\IDELLA r f'4 8 •:9-161\CALC\RJ6.sma x Title : Job # Dsgnr: Date: 12:40PM, 12 DEC 07 Description Scope User: KW -0601715, Ver 5.8.0, 1 -Nov -2008 Steel Column Base Plate (c)1983.2006 ENERCALC Engineering Software (della penta)07-1408.161.euw:Calculations . Description BASE PLATE FOR TS POST UNDER'F11 General Information Goncre'te;Bearing:Stress Bearing;Stress OK Code Ref: AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Loads SteeFSection TS5x5x-318 Axial Load 22:00 k Section Length 5.000 in X -X Axis Moment 0.00 k -ft Section Width 5.000 In Max Allow: Plate Fb 49;875.0 psi Flange Thickness 0.375 in Plate Dimensions Web.Thickness '0:000 in Plate Length 14•.000 In Allowablw.Stres'ses Plate Width 6:000 In ConcreteTc 2;500.0 psi Plate Thickness 1:000 In Base Plate.Fy.. 50:00 ksi Load-Duration=Factor 1:330 SupporVP-ler Size Arlcho�. Bolt Data Pier Length :60:000 In DIM. froth' Plate: Edge 2.000 in Pier Width 60.000 In Bolt'Counf per'Side 2 Tension Capacity 7.900', k B oIt Area; . `�:.. 0442<in2 . $'UI11!)781�/ Baseplate OK - 149 - Goncre'te;Bearing:Stress Bearing;Stress OK Actual Beaiing,.tress' _ 261.9 psi Allow per.•:AC13:18=02, Appx. FUIFBeating : No'B'olf Tenslon ..40(AVA1)' LDF 1,995.0. psi Allow. per AISC J9 2,327.5 psi Plate Bendin.g.'Stress Thickness OK. Actual-fb 16;806.9 psi Max Allow: Plate Fb 49;875.0 psi Tension:Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 7.900 k - 149 - Title Job # Dsgnr: Date: 12:44PM, 12 DEC 07 Description Scope : ROV: 5130002 User: KW_0601715, Ver5.8.0. i -Nov -2006 Steel Column Base Plate (c)1983.2006ENERCALC Engineering Software (della penta)07.1408.161.ecw:Calculailons Description I BASE PLATE FOR TS POST UNDER F11 General, Information Beating Stress OK . 'Code Ref: AISC.9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Loads Full: Bearin Allow p g,:.No Bolt7enslon Steel Section TS5x5k3/8 Axial Load 22.00 k Section , 'Length 5,000 in X -X Axis Moment 0.'00 k -ft Section Width Flange Thickness 5.QOO -in 0`3,75 In . PlateDimensions Actual Tension Web,Thldkriess 0.000 In Plate Lengjh 12;000 in All owAb Ia. Stresses Plate Width 12:000 In Concretei c 2500*0 psi Plate Thickness 1.60o' In Base Plate Fy 50.'00 ksl Load DUratlon Factor 1:330 Support "Plbr Size 'Pier Ahchor'Bbit.?Da"ti Length 60.000 In I Dibt: from Plate Edge 2.000 In Pier Width 60'.'000 in .. .. :** ' BoltCouer Side 2 'Tension. Capacity 7.900 k Bolt Area 0'44ZI62 Sirmhiar Bas. 0K Concrete:Bdarinj;;•Stress. Beating Stress OK . AciUjIiB6a*r1hg�Stress' .1 52`8 psi Full: Bearin Allow p g,:.No Bolt7enslon 6:3 *T A2/Ai) LDF 1,995'.0 psi Allow. per RISC J9 2,327.5 psi PlateZendllnq Stress Thickness OK Abtu"ai,6 7,333.3 psi Max Allow Plate Fb 49,875.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 7.900 k 1 5 0- Title : Job # Dsgnr: Date: 11:21 AM, 1 OCT 07 Description Scope: User %K J.0601715,vers.e.0,1-Dec-2003 Steel Column Page 1 (c)1983-2003 ENERCALC Englneering.Software (della penta)07-1408-181.ecw:Celculallons Description TS5X3X3/8 BASEMENT COLUMN CHECK General information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section TS5X3X3/8 Fy 36.00 ksi X -X Sidesway : Restrained 'Combined Stress Ratios ` Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 10.000 ft Elastic Modulus 29,000,00 ksi 0.3226 AISC Formula H1 - 3 End Fixity Pin -Pin X -X Unbraced 10,000 ft Kxx 1,000 Live & Short Term Loads Combined Y=Y Unbraced 10,000 ft Kyy 1.000 Loads... . ..... 1.00 Pay: DL+LL+ST 13,228 psi Cm:y DL+LL+ST 'Axial1oad:.. Cb:y DL+LL+ST 1.00 Max X -X Axis Deflection 0.000 In Dead Load 18;39'k Deflection Ecc. for X -X Axis Moments 0.000 in Live:Load 17,01 k Ecc. for Y=Y Axis Moments 0.000 in Short Term Load k �,�.►,�d,y., . ,. .. ■t. Column Design OK -Sect1on.:.:TS5X3X3/8; Height= 10.00ft, Azial Loads: DL= 18.39, LL= 17.01, ST =' 0.00k, Ecc. = 0.000in Unbraced.Lengths: X=X:= 10.00ft, Y=Y=.. TO OOft 'Combined Stress Ratios ` Dead Live : DL + LL OL + ST + (LL if Chosen) AISC Formula H1 - 1 0.2974 0:2751 0.5725 015725 AISC Formula H1 - 2 0.1676 0.1550 0.3226 0.3226 AISC Formula H1 - 3 F'ey : DL+LL 13,228 psi XX Axis ; Fa calc'd. per Eq, E2=1, K*LJr <' Cc Stresses Allowable `& Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 12.17 ksi 12.17 ksi 12.17 ksi 12.17 ksl fa: Actual 3.62 ksi 3.35 ksi 6.97 ksi 6.97 ksi Fb:xx : Allow [F3.1] 21.60 ksi 21.60 ksi 21.60 ksi 21.60 ksi fb : xx Actual 0.00 ksl 0.00 ksl 0.00 ksi 0.00 ksl Fb:yy : Allow [F3.1] 21.60 ksi 21.60 ksI 21.60 ksi 21.60 ksi fb : yy Actual 0.00 ksi 0.00 ksl 0.00 ksl 0.00 ksi Analysis Values Pax: DL+LL 30,008 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 13,228 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 Pax: DL+LL+ST 30,008 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 Pay: DL+LL+ST 13,228 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X -X Axis Deflection 0.000 In at 0.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft 151- -152- Title : - Job # Dsgnr: Date: 11:21AM, 1 OCT 07 C.t Description . Scope: . Rev: 680010 Uear:KW.0601716.Ver 5.8.0,1.Dec-2003 Steel Column Pae 2 g (c)1983.2003 ENERCALC Engineering Software (della penia)07-1408.161.ecw:Celculallons Description TS5X3X3/8 BASEMENT COLUMN CHECK Section-properties TS5X3X3/8 Depth 5.000 in Weight 17.26 #//ft Values for LRFD Design:... 'Thickness 0.375 in Ixx 14:700 in4 J 15.600 in4 Width 5;000 in lyy 6:480 1n4 0.00 Sxx 53890 in3 Zx 7.710 in3 Area 5.08 int S.yy 4.320 in3 Zy 5.350 in3 Rt 1.500 in A= 1.700 in 0:000 Ryy 1:130: in Section Type = TS'Rectang -152-