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Plans • )6oca S.4J 111 ays. TM RIPPEY 7650 SW Beveland St Suite 100 CONSULTING ENGINEERS Tigard, Oregon 97223 Phone: (503) 443 -3900 Fax: (503) 443 -3700 STRUCTURAL CALCULATIONS FOR FIRE DAMAGE REPAIR WOODSPRING APARTMENTS 16082 SW 113th AVE. TIGARD, OREGON 97223 TMR PROJECT #12222 June 26, 2012 PAGE FLOOR JOIST REPAIR 1 -2 TRUSS TOP CHORD REPAIR 3 -4 STAIR STRINGER CHECKWINDOW HEADER CHECK 5 ADA UPGRADES 6 FIREWALL RECONSTRUCTION 7 2010 Oregon Structural Specialty Code 1a � �` PRO .o fjx w 13.080 4) l IP I �6.OREGON o 11 V NT °iy fill‘\):14 !EXPIRES: 12 -31— i2.1 • 51 1. — Fwct*. 70i57 1 �F� - TO15'` ZAro © !(o" c�•�• f]6A b 1-06\.0 PL.oOt2 c_pv O PS F I " c.94 0 < - T I. O.O PsF- sae," P v,� -o,�0 1 • e, `t P sF Z < to p 1 ( O . - • Z . (o3 p V SIP. 2. 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Beveland St, Suite 100 SOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET of 06 Si - Top -t-I orZD °gyp - S ILu Pn ► ∎Z IZ. 4 zS _(i S Pbi= -. zs P eo PL* I'tiAic I r, JNI "TOI <-/-I0 (1.30 c_Oh91 -7 eO� 44. Zr / 44 ZS x S / r3 Z 11- 19 550/ R.22� 1-i, bs F% arr IOA1 c�G 4 1 /z 176 i-4 Or 'Z>P (.WO• C� = ZI Z4- / z. L t 0(92. .f' vs C ®$ Z � jc IL(vS t N z- - 4- 1S Sl0S LOGi. `'/ 531 A '/ S31 °"/ 9z ( y - 9.47 LS (1.0) 15t,. S,O 1-000 C� LA.) 5 • Sc,1Vws I cis Y 3 0 F..• STn lEAK TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET 3 OF ,y pv N I` �, a A t a A • C)) P 4 -h 0 " 0 (_ 4- -r s M � TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET 4 OF • • • • ON 6( - sTD ►Z Silk .- U EYL w•101 -/Ca 'orb wFp Na,.. (o P 4 ri z st�wc 6�ti 9. t 2 P�1� I" 4- N (- -tiT6 -fvg 6e A ISO r 1.1 I zi. 3 4 Z, Nz 7C5 PuF (Ay 6 I.oP10 40 Psr-- L'71' cat) ; P�F loco Pt-r SFP-4 I C)(, Z L(3,7So M 1 = loco 3723. S I ?hc. ■S rte ` S ZS 11'- , 0� 2 4 ?4 19P 2 37z3 oK c4J•c%- (o , c Lc.) 4.4+610 5K S Lip or�rN.. c . w '71 A E,ovD $17 ' (L L / i ( 15 Psr OL + 7.- 1 SNo i ) 7,5 2 ) z Soo PLIF 5p,43.-/' 4 S. S" t ° So' 2 I i S p 1* < 0 63e). • I+t OK- y V = SOO x 4.29' s Io7� � ° Zco Psi OK • TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET 5 OF • e- AE7 I NTS IZZ c c c toi 3411. G 6 trc A0bP - rA61,G c. OF L-7•0 12-0 ,err — 1 - F 0-sr Pt.co V P at. 06 00c)g.. `^.A Q l - 1 - l.6N Ult. 1'1 Pv-►b VS HP'R-O - 00004 4, • tJPCa1Lp0V VT 0.00 -1 - TO S - C t. 1 'y ‘ 9 -601US AO S 1 -5 - A00 AO^ wn'H O.Tr S OS OF V riiY. • A TM RIPPEY BY DATE 1 l CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET Co OF ■ . • I • VI," LADx PLi v.co0 1 1= 5 l 1 G A 1► --)(-1 _ t�x't6RI O �1 1 N Cx V _ 2X 4- 5-NOS Q icoh O <.- S►lAP6 -(D rwic - N-coF \ . Prr<44 4 J!2" c,Ox PL.-6,4000 ey∎an v-)c.1 \ tacoF 5NE/s1"8 INu i. vir[H VOW x•13%- - .......' MC,R6v0a ® 2--6 ='DA- la Q l O,c. I ," 70 , sk -Nios x (z i-A•os �� L 8Y2 — i Z L x 4-- SIVQ wA� l(o" O.C.. EP. SiGS' I 5 , 6 , o1.1 ✓J f. ooit / b a1►T14�► - ca i i b 1 .... ---.)) Sc-Au6 1,14" O i' -c," • 1M Y A TM RIPPEY BY DATE 1 CONSULTING ENGINEERS • CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 ' Phone (503) 443 -3900 SHEET 7 OF 4 X 13 -8 -0 X 14 -9 -8 X 3 m 14-9 -8 X 3.c fl 1 r, •� r - i ' r I rd , n Q Q 7.+ V I < , i ' •1' 11111 ;1111! 00 O O 1 m CV 0.. , 9 9 i ' 1 I II '� KENNEDY RESTORATION 4 ! I In 0 c o WOODSPRING APTS I � � 11 o � 5112 PITCH � I ,II r O 22.5" TAILS ° ' ,_i 2X6 TOP PLATE 3 !, IN 0 2X6 WALLS 1 o 6 i 1 y N I ' • I I I } I ,I t 1. a X 13 -1 -8 �, 10 -10 -0 k 4 -6 -0 X I Oregon Truss Roof Loading Account CIA TC Live: 25.00 psf Job: 1206141 CIA ' O GON( P.O. Box 5787 TC Dead: 7.00 psf Designer. Don Toohey S alem OR 97304 -5787 BC Live: 0.00 psf Checker. USS BC Dead: 10.00 psf Date: 06 -19 -12 /LAIR ...�ge're Just Better Phone: 503 - 581 -8787 FAX: 503 - 399 -8787 TC Stress Inc: 15.00 BC Stress Inc: 15.00 Spacing: 2- 0- 0 o.c. • mit MiT MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610 -4115 Re: 1206141 CIA The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Oregon Truss Company. Pages or sheets covered by this seal: T4430799 tluu T4430805 My license renewal date for the state of Oregon is December 31, 2013. Lumber design values are in accordance with ANSI/TPI 1 -2007 section 6.3 These truss designs rely on lumber values established by others. • o PR oF6. '\((- �N G{Ntr /0 16222PE p r <t‘ OREGON g cb � ' ER � P "AS A_p -.,/410111111 EXPIRE Vii; 1, 2013 .e June 19,2012 Albani, Thomas The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1 Sec. 2. • Job • Mark Quark Type Span P1 -H1 Left OH Right OH Engineering • . • • 1206141C1A A 6 TR 991100 5 1 -10- 8 1 -10- 8 T4430799 • 16082 SW 113th, Ave • • HO 4 -1 HO 4 -1 • o 0 o 0 TC 1 C ' 6 -1 -3 1 11 -6 -10 I 17 -0 -1 I 22 -5 -8 127 -10 -15 I 33 -4 -6 I 38 -9 -13 J 44 -11 -0 1 I 5x6= B 1.5x4 11 ” 1.5x4 ii - 3x7� J K 3x7 5 54 53 3x5 SO -5 -8 1 L 9 -8 -6 1.5x4 �� 1.5x4 H M HL 4 A 0 ' 4 C 0- II , G S E' D fl • W:508 3x5= 4x8 = 4x8 = 3x5 = W:508 • -R:2111 S1 S2 R:2111 • U: 926 20G -MT2H -3x10 = 200 -MT2H -3x10 = • U: 426 • • SCI 9 -4 -7 1 18 -1 -2 26 -9 -14 I 35 -6 -9 •� 44 -11 -0 44 -11 -0 ..1 • • - EXCEPT AS SHOWN ALL PLATES ARE MT2020 • Scale 0 13T = 1' HiTek® Online Plus"' APPROX. TRUSS WEIGHT: 315.8 LBS ' Online Plus -- Version 30.0.011 G -Si 0.79 3536.T 0.56 0.23 2- 0- 0 wide RUN DATE: 19- JUN -12 51 -F 0.95 3536 T 0.56 .0.39 will fit between the B.C. F -E 0.92 2416 T 0.38 0.54 and -any other member. CSI -Size- - - -- Lumber - - -- E -S2 0.95 3536 T 0.56 0.39 TC 0.52 2x 4 HF -01 S2 -D 0.79 3536 T 0.56 0.23 .Design chocked for 10 pet non - BC 0.95 2x 4 HF -01 D -C 0.87 3987 T 0.64 0.23 concurrent - AL BC. WB 0.46 2z 4 HF -STUD -STAN Webs Wind Loads ANSI / ASCE 7-05 Main -- 0.42 2z 4 ,HF -01 S H -G 0.15 362 C Trues Fs designed as a F -B B -E G -I 0.20 456 T Wind-Force Resistance System. Wind Speed: 100 mph PB - -- 2x 4 HF -STUD -STAR I -F 0.28 711 C 1 Br Mean Roof Height: 15 -0 HF -STUD -STAN is HF -STUD J -F 0.46 423 C Exposure Category: C or HF -STAN F -B 0.42 1192 T Occupancy Factor : 1.00 B -E 0.42 1192 T Building Type: Enclosed Brace truss as follows: E -K 0.46 423 C Zone location: Exterior . O.C. From To E -L 0.28 711 C 1 Br TC Doad Load.: 4.0 pef TC Cont. 0- 0- 0 44 -11- 0 L -D 0.20 456 T BC Doad Load : 6.0 golf • or 30.0" 0- 0- 0 44 -11- 0 D -M 0.15 362 C Roof Snow Load per ASCE 7 -05 .. BC Cont. 0- 0- 0 44 -11- 0 Ground Snow Load a 25.0 pef or 84.0" 0- 0= 0 44 -11- 0 TL Defl - 0.92" in F -E L/572 Roan Load 0.0 psf Continuous Lateral Restraint LL Defl -0.51" in F. -E L/999 Importance Factor 1.00 req'd at mid -point of webs: Shear // Grain in J -B 0.38 • Thermal. Factor 1.00 I -F E -L Exposure Factor 1.20 Attach CLR with (2)- 10d.nalls plates for each ply each face. • B Load Factor 0.84 at each web. • Plate L MT20 20 Ga, Grose Area • Unbal snow loads checked. Refer to SCSI for diagonal Plate -JUICE 18 Ga, Grose Area Par -to -ridge not req'd restraint requirements. Plate - MT2H 20 Ga, Gross Area Max'comp. force 4322 Lbs Plate -- HTBH 18 Ga, Gross Area . Max tens. force 3987 Lbs pef-Ld Dead Live-'' - Jt Typo Plt Size 0 Y JSI Connector Plato Fabrication TC 7.0 25.0 . A MT20' 4.Oz 10 .0 2.1 0.6 0.99 Tolerance ='10} BC 10.0 0.0 H M120 1.5x,4.0 Ctr Ctr 0.43 This trues is designed for a TC +BC 17.0 25.0 I M120 3 Ox 5.0 Ctr Ctr 0.38 creep factor of 1.5 which Total ' 42.0 Spacing 24.0" 54 MI20 3.Ox 7.0 Ctr Ctr 0.60 is used to calculate total Lumber Duration Factor 1.15 J MT20 1.5x 4.0 Ctr Ctr 0.45 load deflection. Plate Duration Factor 1.15 B MT20 .5.0x 6.0 Ctr Ctr 0.82 Fb Fe .Ft E K MT20 1.5x 4.0 Ctr Ctr 0.45 TC 1.15 1.10 1.10 1.10 S3 MT20 3 Ox 7.0 Ctr Ctr 0.60 BC 1.10. 1.10 1.10 1.10 L M120 3.Ox 5.0 Ctr Ctr 0.38 H MT20 1.5x 4.0 Ctr Ctr 0.43 Total Load Reactions (Lbs) C '04120 4.0210.0 -2.1 0.6 0.99 Jt Down Uplift Horiz- G MT20 ,3.Oz 5.0 Ctr Ctr 0.38 A 2111 427 0 233 R S1 MT2H 3.0z10.0 Ctr Ctr 0.93 C 2111 427 0 233 R F 50120 4.Ox 8.0 0.5 Ctr 0.73 E MT20 4.Ox 8 0 -0.5 Ctr 0.73 Jt Brg Size Required 52 MT2H 3.0x10.0 Ctr Ctr 0.93 A 5.5" 3.5" - D MT20 3.Oz 5.0 Ctr Ctr 0.38 . P OT� �� ` (5 C 5.5" 3.5" REVIEWED BY: �NG /�2 Plus 6 Wind Load Case I,) HiTek Industries, Inc. ( ` Z 17 Plus 2 Unbalanced Load Cases 6904 Parke East Blvd Q 1 22 2 P E Plus 1 UBC LL Load Caso(e) Tampa, FL 33610 ...... Plus 1 BC LL Load Caoo(s) Plus 1 DL Load Case(o) REFER TO ONLINE PLUS GENERAL - ". "• • NOTES AND SYMBOLS SHEET FOR .� /, l Membr CSI P Lbs Azl- CSI -Bnd ADDITIONAL SPECIFICATIONS. ri • Top Chords -•'' 1 '1/ A -H 0.46 4322 C 0.25 0.21 NOTES: • • y„r ,- (: d - H -I 0.49 3999 C 0.24 0.25 Trusses Manufactured by: , # ' •-" 4•A \ I -54 0.33 3237 C 0.09 0.24 Oregon Truss '`y • S4 -J 0.36 3170 C 0.06 0.30 Analysis Conforms To: " O MB E R 0 " J -B 0.52 3153 C 0.14 0.38 IBC /IRC2009 41 4 S A A. F1/4\- `+ ' B -K 0.52 3153 C 0 14 0.38 TPI 2007 K - 53 0.36 3170 C 0 06 0.30 OH Loading 03 -L 0 33 3237 C 0.09 0.24 Soffit pef 2.0 L -M 0.49 3999 C 0.24 0.25 This trues has been designed • • H -C 0.46 4322 C 0.25 0.21 for 20.0 pef LL on the B.C. EXPIRES: DECEMBER 31, 2013 Bottom Chords in areas where a rectangle A -G 0.87 3987 T 0.64 0.23 3- 6- 0 tall by Online Pbs° OCopyright 6117091996-2012 Weal 300011 Engnomhq- Ported 61920122A511 PM Pepsi June 19,2012 • • Job Mark Quan Type . Span P1 -H1 Left OH "Right OH Engineering • • 1206141CIA . AGE -16 1 TR 441100 5 1 -10- 8 1 -10- a T4430800 16082 SW 113th Ave • HO 4 -1 HO 4 -1 ' - m -- m - .... - 0 0 0 0 I r' I 22 -5 -8 I 44 -11 -0 I TC 5x5 = 8 ' DD GO - SPLv B E B II IQC SPL' 5x8-:-... X MM 00 5x8 • 5 R T �. Q SS P 10 -5 -8 N -.... � ` 0.0 � W WW 9 -8 -6 F L J F @ AO +1.5x4 II H A2 A4 D A6 4x6= 4x6 = A ! I 1 8 f i • f T 4E7 i o a 7 6 9 • • [' • ['q .1 z a • • 9 0 4 , C E G I R M O Q S U W Y A A CC EE FF HH JJ LL NN PP RR TT W Xx EE Al A3 AS Al A7 5x5= 5x6= • SPL SPL smsm rrrrr rrrrrrrrmrrrvmsmmmr r mmmmr +. BC' 10-11-0 I 4 -11 -o J 1 44 -11 -0 ALL PLATES ARE MT2020 See Joint D For Typical Gable Plate Size and Placement Scale. 0.13T = 1' M1Tek40 Online Plus. APPROX. TRUSS WEIGHT: 465.6 LBS . Online Plus -- Voreion 30.0.011 GG -II 0.02 153 T 0.02 0.00 RR-QC) 0.08 85 C HH M20 1.5x 4.0 Ctr Ctr 0.00 RUN DATE: 19- JUN -12 II -KK 0 02 129 T 0.00 0.02 TT -SS 0.06 05 C JJ MT20 1.5x 4.0 Ctr Ctr 0.00 KK - 0.02 106 T 0.00 0.02 W -00 0.05 85 C LL MT20 1.5x 4.0 Ctr Ctr 0.00 • CSI -Size- - - -- Lumber - - -- IRS - 0.01 83 T 0.00 0.01 II -WW 0.04 85 C NN MT20 1.5x 4.0 Ctr Ctr 0.00 TC 0.09 2x 4 11E -91 00 -00 0.01 61 T 0.00 0.01 RE -W 0.03 85 C PP 1020 5.0x 6.0 Ctr -0.5 0.51 BC 0.07 2x 4 HF -81 QQ -SS 0.01 59 C 0.00 0.01 AS -AO 0.02 85 C RR 5020 1.5x 4.0 Ctr Ctr 0.00 GW 0.24 2x 4 HE- STUD -STAN 55 -00 0.01 66 C 0.00 0.01 A3 -A2 0.02 88 C TT 10 1.5x 4.0 Ctr Ctr 0.00 HF -STUD -STAN is HF -STUD U0 -WW 0.01 73 C 0.00 0.01 A5 -A4 0.01 43 C VV MT20 1.5x 4.0 Ctr Ctr 0.00 or HF -STAN WW -YY 0.01 81 C 0 00 0.01 A7 -A6 0.04 199 C II MT20 1.5x 4.0 Ctr Ctr 0.00 YY -AO 0.01 88 C 0.00 0.01 R1 MT20 1.5x 4.0 Ctr Ctr 0.00 Brace truss as follows: A0 -A2 0.01 95 C 0.00 0.01 TL Dofl -0.01" in A -E L/999 Al MT20 1.5x 4.0 Ctr Ctr 0.00 O.C. From To A2 -A4 0.01 103 C 0.00 0.01 LL Defl 0 00" in A -E L/999 A3 MT20 1.5x 4.0 Ctr Ctr 0.00 TC Cont. 0- 0- 0 44 -11- 0 A4 -A6 0.08 11 C 0.00 0.08 Shear // Grain in A -D 0.18 AS M120 1.5x 4.0 Ctr Ctr 0.00 or 48.0" 0- 0- 0 44 -11- 0 A6 -C 0.09 15 C 0.00. 0.09 ' A7 MT20 1.5x 4.0 Ctr Ctr 0.00 BC Cont. 0- 0- 0 44 -11- 0 Bottom horde Plates for each ply each face. or 72.0" 0- 0- 0 44 -11- 0 A -E 0.07 2 C 0.00 0.07 Plato - M1'20 20 Ga, Grose Area REVIEWED BY: Continuous Lateral Restraint E -G 0.05 T 0.00 0.05 Plate - HNGE 18 Ga, Gross Aroa MiTek Industries, Inc. req'd at mud -point of webs: G -I 0.00 T Plato - MT2H 20 Ga, Grose Area 6904 Parke East Blvd. CC -BB EE -DD FF -B NH -GC I -K 0.00 T Plato - Mr8H 18 Ca, Gross Area Tampa, FL 33610 . JJ -II K -M 0.00 T Jt Type Plt Size I Y 'JSI Attach CLR with (2) -10d nails M -0 0.00 T A MT20 4.0x 6.0 0.1 0.38 REFER TO ONLINE PLUS GENERAL at each web. 0 -Q 0.00 T D Mr20 1.5w 4.0 Ctr Ctr 0.00 NOTES AND SYMBOLS SHEET FOR Refer to SCSI for diagonal Q -S .0.00 T F Ifr25 1.5x 4.0 Ctr Ctr 0.00 ' ADDITIONAL SPECIFICATIONS. restraint requirements. S , -U 0.00 T H Mr20 1.5w 4 0 Ctr Ctr 0.00 • 0 -W 0.00 T J MT20 1.5x 4.0 Ctr Ctr 0.00 NOTES. pef -Ld Dead Live W -Y 0.00 T . L MT20 1.5x 4.0 Ctr Ctr 0.00 Trusses Manufactured by: TC 7.0 25.0 Y -AA 0.00 T N MT20 1.5x 4.0 Ctr Ctr 0.00 Oregon Trues BC 10.0 0.0 AA -CC 0.00 T P MT20 1.5x 4.0 Ctr Ctr 0.00 Analysis Conforms To: TC +BC 17.0 25.0 CC -EE 0.00 T R MT20 1.5x 4.0 Ctr Ctr 0.00 ' IBC /IRC2009 Total 42.0 Spacing 24.0" EE -FF 0.00 T T M'20 5.0x 8.0 -0.2 0.5 0.56 TPI 2007 Lumber Duration Factor 1.15 FF -HH 0.00 T V Mr20 1.5x 4.0 Ctr Ctr 0.00 OH Loading Plate Duration Factor 1.15 HH -JJ 0 00 T I M1'20 1.5x 4.0 Ctr Ctr 0 00 Soffit pef 2.0 Fb Fe Ft Emin JJ -LL 0.00 T 2 M'20 1.5x 4.0 Ctr Ctr 0.00 Design chocked for 10 pef non- . TC 1.15 1.10 1.10 1.10 LL -NN 0.00 T BB MT20 1.5x 4.0 Ctr Ctr 0 00 BC 1.10 1.10 1.10 1.10 NO -PP 0.00 T DD MT20 1.5x 4.0 Ctr Ctr 0.00 PP -RR 0.00 T B MT20 5.0x 5.0 Ctr Ctr 0.35 Total Load Roactions (Lbe) RR -TT 0.00 T GC MT20 1.5x 4.0 Ctr Ctr 0.00 Jt Down Uplift Horiz- TT-VV 0.00 T II MT20 1.5x 4.0 Ctr Ctr 0.00 A 4028 853 0 233 R W -II 0.00 T KK MT20 1.5x 4.0 Ctr Ctr 0.00 II -8E 0.00 T MM 00120 1.5x 4.0 Ctr Ctr 0.00 Jt Brg Size Required 22 -Al 0.00 T 00 MT20 1.5x 4.0 Ctr Ctr 0.00 A 539.0" 0 " -to- 539" Al -A3 0.00 T QQ MT20 5.0x 8.0 0.2 0.5 0.56 A3 -A5 0.00 T SS MT20 1.5x 4.0 Ctr Ctr 0.00 , P OFFS( Plus 6 Wind Load Caeo(s) A5 -A7 0.05 T 0.00 0.05 0U MT20 1.5x 4.0 Ctr Ctr 0.00 cC� Plus 2 Unbalanced Load Canoe A7 -C 0.07 2 C 0.00 0.07 WW M20 1.5x 4.0 Ctr Ctr 0.00 �J 0,4G I N . e # . 3) /O Plus 1 UBC LL Load Case(s) Gable Wobe VT MT20 1.5x 4.0 Ctr Ctr 0.00 2 Plus 1 DL Load Caee(s) E -D 0.04 19 C AO MT20 1.5x 4.0 Ctr Ctr 0.00 G -F 0.01 4 C A2 M20 1.5x 4.0 Ctr Ctr 0.00 Q 1 62 2 2 P E -. FL. Membr CSI P Lbe Awl- CSI -Bnd I -H 0.02 8 C A4 8Ir20 1.5x 4.0 Ctr Ctr 0.00 Top Chords K -J 0.02 8 C A6 MT20 1.5x 4.0 Ctr Ctr 0.00 .. ' A -D 0.09 159 C 0.00 0.09 M -L 0.03 8 C C M120 4.0x 6.0 -0.1 0.1 0.38 s.-= . ,./ D -F 0.08 110 C 0.00 0.08 0 -N 0.04 8 C E MT20 1.5x 4.0 Ctr Ctr 0.00 , ,r J F -H 0.01 103 C 0.00 0.01 Q -P 0.05 8 C G MT20 1.5x 4.0 Ctr Ctr 0.00 . H -J 0.01 95 C 0.00 0.01 S -R 0.06 8 C I MT20 1.5x 4.0 Ctr Ctr 0.00 • ✓" • ,'- - V J -L 0.01 88 C 0.00 0.01 0 -T 0.08 85 C K MT20 1.5x 4.0 Ctr Ctr 0.00 :r^' ..y t• s, L -N 0.01 81 C 0.00 0.01 W -V 0.10 88 C M MT20 1.5x 4.0 Ctr Ctr 0.00 ` A�-..-.A.. K•1it N -D 0.01 73 C 0.00 0.01 Y -I 0.16 118 C 0 MT20 1.5z 4.0 Ctr Ctr 0.00 -y ` M' E R 1 t� � P -R 0.01 66 C 0.00 0.01 AA -2 0.19 120 C Q MT20 1.5x 4.0 Ctr Ctr 0.00 � A L �' A. � ` �` R -T 0.01 59 C 0.00 0.01 - CC -BB 0.22 122 C 1 Br S MT20 1.5x 4.0 Ctr Ctr 0.00 - w � V • T -V 0.01 61 T 0.00 0.01 EE -DD 0.24 119 C 1 Br U MT20 1.5x 4.0 Ctr Ctr 0.00 V -X 0.01 83 T 0.00 0.01 FF -B 0.17 75 C 1 Br W MT20 5.0x 6.0 Ctr -0.5 0.51 x -2 0.02 106 T 0.00 0.02 HH -CC 0.24 119 C 1 Br Y MT20 1.5x 4.0 Ctr Ctr 0.00 ' 2 -BB 0.02 129 T 0.00 0.02 JJ -II 0.22 122 C 1 Br AA Mr20 1.5x 4.0 Ctr Ctr 0.00 ' • BB -DD 0.02 153 T 0.02 0.00 LL -KK 0.19 120 C • CC MT20 1.5x 4.0 Ctr Ctr 0.00 EXPIRES: DECEMBER 31, 2013 DD -B 0.03 170 T 0.02 0.01 88 -001 0.16 118 C EE MT20 1 Sx 4 0 Ctr Ctr 0.00 B -GG 0.03 170 T 0.02 0.01 PP -DO 0.10 88 C FF Mr20 1.5x 4.0 Ctr Ctr 0.00 Online Plus. 0 Grp/right MUM 1858.2012 Vas1m 30 0 011 Endnming. Ported P1812012145.11 PM Pogo 1 of 2 June 19,2012 Job Mark Quan Type Span P1 -H1 Left OH Right OH Engineering • 1206141CIA AGE-16 1 TR 441100 5 1 -10- a 1 -10- a T4430800 16082 SW 113th Ave • concurrent LL on BC. Truss designed for wind loads in the plane of the trues - - only,— .For - studs - exposed -to - --- - - - - -- wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified Building Designer as per ANSI /TPI 1. Wind Loads - ANSI / ASCE 7 -05 Trues is designed as a Main Wind -Force Resistance System. Wind Speed: 100 mph Mean Roof Height: 15 -0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : , 4.0 pef BC Dead Load : 6.0 pef Roof Snow Load per ASCE 7 -05 Ground Snow Load a 25.0 pef Rain Load o 0.0 pef Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.20 Balanced Load Factor 0.84 Unbal snow loads checked Par -to -ridge not req'd Max comp. force 199 Lbs Max tens. force 170 Lbs Connector Plato Fabrication Tolerance v 1011 • This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. PR Opp � � �NGtNE Q 16222PE. -9 w— • • ch ch 's' " 1 B E R P . X41 S A A. P�. • EXPIRES: DECEMBER 31, 2013 Or6ne Plus. 0 Copyright MTek019962012 Vardon 30 0011 Engine&ng - Pcdm0 6/19/2012 246 11 PM Pepe 2 of 2 June 19,2012 Job Mark Quan Type Span P1 -Hi Left OH Right OH Engineering • 1206141CIA AS -16 1 TR 441100 5 1 -10- a 1 -10- a 7443080 • 16082 SW 113th Ave ' HO 4 -1 HO 4 -1 -- - - - - 'm - - - - -- m- -- o 0 o 0 1 I 6 -1 -3 � 11 -6 -10 � 17 -0 -1 � 22 -5 -8 � 27 -10 -15 � 33 -4 -6 � 38 -9 -13 � 44 -11 -0 I TC I 5x6 = B 1.5x411 // 1.5x4 1� 3x76 J /" x7 5 p 5 / S3 3x5 10 -5 -8 f L 1.5x4 �� �/ �,\� I, 1.5x9 i� 9 -8-6 H ' , I-� 1 M • J1L \ \ n G Sl F E ' S2 D n \ W:508 *1.5x4 II . 3x5= 4x6 =4x8 = 4x8 =4x6= 3x5= W:508 R:2013 R:2013 • U: 426 U: 426 • BC I LE} 9 -4 -I I 11:1-1 -2 I 26 - 9 - 14 I 37-b -9 I 44 -11 -U • 44 -11 -0 B ALL PLATES ARE MT2020 . See * For Typical Gable Plate Size and Placement Scale 013T= 1' • MiTek4 Online Plus. APPROX. TRUSS WEIGHT: 578.0 LBS Online Plus -- Version 30.0.011 K -S3 0.35 2903 C 0.05 0.30 REFER TO ONLINE PLUS GENERAL RUN DATE: 19- 300 -12 S3 -L 0.32 2971 C 0.08 0.24 NOTES AND SYMBOLS SHEET FOR L -M 0.45 3761 C 0.21 0.24 ADDITIONAL SPECIFICATIONS. CSI -Size- - - -- Lumber - - -- M -C 0.43 4085 C 0.23 0.20 TC 0.48 2x 4 HF -41 Bottom Chords NOTES: BC 0.80 2x 4 HF -41 A -G 0.80 3769 T 0.60 0.20 Trusses Manufactured by: WO 0.46 2x 4 HF -STUD -STAN G -51 0.70 3306 T 0.53 0.17 Oregon Truss -- 0.42 2x 4 HF -41 Sl -F 0.74 3306 T 0.53 0.21 Analysis Conforms To: F -B B -E F -E 0.55 2218 T 0.35 0.20 IBC /IRC2009 HF -STUD -STAN Is HF -STUD E -S2 0.74 3306 T 0.53 0.21 TPI 2007 or HF -STAN 52 -D 0.70 3306 T 0.53 0.17 OH Loading 0 -C 0 80 3769 T 0.60 0.20 Soffit psf 2.0 Brace truss as follows: Webs Design checked for 10 psf non - O.C. From To H -G 0 15 363 C concurrent LL on BC. TC Cont. 0- 0- 0 44 -11- 0 G -I 0.21 456 T Truss designed for wind loads or 30.0" 0- 0- 0 44 -11- 0 I -F 0 29 731 C 1 Br in the plane of the truss BC Cont. 0- 0- 0 44 -11- 0 J -F 0.46 425 C only. For studs exposed to or 84.0" 0- 0- 0 44 -11- 0 F -B 0.42 1080 T wind (normal to the face), Continuous Lateral Restraint B -E 0.42 '1080 T see Standard Industry Gable req'd at mid -point of webs: E -K 0.46 425 C End Details as I -F E -L E -L 0.29 731 C 1 Br or consult qualified • . Attach CLR with (2) -10d nails L -D 0.21 456 T Building Designer as per • at each web. D -M 0.15 363 C ANSI /TPI 1. , - • Refer to SCSI for diagonal • Wind Loads - ANSI"/ ASCE 7 -05 restraint requirements. TL Defl - 0.77" in F -E L/687 Truss is designed as a Main LL Defl - 0.35" in G -F L/999 Wind -Force Resistance System psf -Ld Dead Love Shear // Grain in J -B 0.39 Wind Speed: 100 mph TC 7.0 25.0 Mean Roof Height: 15 -0 BC 10.0 0.0 Plates for each ply each face. Exposure Category: C TC +BC 17.0 25.0 Plate - MT20 20 Ga, Gross Area Occupancy Factor : 1.00 Total 42.0 Spacing 24.0" Plate - HNGE 18 Ga, Gross Area Building Type: Enclosed Lumber Duration Factor 1.15 Plate - MT2H 20 Ga, Gross Aroa Zone location: Exterior Plato Duration Factor 1.15 Plato - MTSH 18 Ga, Gross Area TC Dead Load : 4.0 psf Fb Fc Ft Emin Jt'Type Plt Size Y Y JSI BC Dead Load : 6.0 psf TC 1.15 1.10 1.10 1.10 A MT20 4 Ox 8.0 1.1 0 5 0.98 Roof Snow Load per ASCE 7 -05 BC 1.10 1.10 1.10 1.10 H MT20 1.5x 4.0 Ctr Ctr 0.43 Ground Snow Load = 25.0 psf I MT20 3.Ox 5.0 Ctr Ctr 0.38 Rain Load e+ 0.0 psf Total Load Reactions (Lbs) S4 141 3.Ox 7.0 Ctr Ctr 0.57 Importance Factor 1.00 0 3 \ ..% P R Q r Jt Down Uplift Horiz- J 14720 1.5x 4.0 Ctr Ctr 0.45 Thermal. Factor 1.00 A 2014 426 U 233 R B MT20 5 Ox 6.0 Ctr Ctr 0.78 Exposure Factor 1.20 r � N G I NE (Si C 2014 426 0 233 R K MT20 1 5x 4.0 Ctr Ctr 0.45 Balanced Load Factor 0.84 rr__ le 63 MT20 3.Ox 7.0 Ctr Ctr 0.57 Unbal snow loads checked ,v Jt Brg Size Required L MT20 3.Ox 5.0 Ctr Ctr 0 38 Par -to -ridge not req'd 1 A 5.5" 3.3" M MT20 1.5x 4.0 Ctr Ctr 0.43 Max comp. foeco 4085 Lbs e 1 62 2 2 P E ..... r C 5.5" 3.3" C 1720 4.Ox 8.0 -1.1 0.5 0.98 Max tens. force 3769 Lbs G 14720 3.Ox 5.0 Ctr Ctr 0.38 Connector Plate Fabrication ,...,,.<.4.- Plus 6 Wind Load Case(s) 51 MT20 4 Ox 6.0 Ctr 0.2 0.96 Tolerance r, 10% 'T . Plus 2 Unbalanced Load Cases F MT20 4.0x 8.0 Ctr Ctr 0.71 This truss is designed for a ^ " • Plus 1 UBC LL Load Case(s) E MT20 4 Ox 8.0 Ctr Ctr 0.71 creep factor of 1.5 which , -. Y� „<�' �� Plus 1 DL Load Cases) 62 MT20 4.0x 6.0 Ctr 0.2 0 96 is used to calculate total ... 1 . M /.a ,,C �1��� Membr CSI P Lbs Axl- CSI -Bnd D MT20 3. Oz 5.0 Ctr Ctr 0.38 load deflection. . -y MB E R Q' Top Chords 43 Gable studs to be attached 4/4 S A . A A -H 0.43 4085 C 0.23 0.20 with 1.5x4 0 plates each end. H -I 0.45 3761 C 0.21 0.24 REVIEWED BY: I -S4 0.32 2971 C 0.08 0.24 MiTek Industries, Inc. 54 -J 0.35 2903 C 0.05 0.30 6904 Parke East Blvd. J -B 0.48 2887 C 0.11 0.37 Tampa, FL 33610 EXPIRES: DECEMBER 31, 2013 B -K 0.48 2887 C 0.11 0.37 Online PNs° 0 Copynghl M:Tek5 1896 -2012 Veda, 90 0 011 Engn wing - Pmsed 91E87912 2,4 5 1 2 PM Paget June 19, 2012 Job Mark Quan ' Type Span P1 -H1 Left OH Right OH Engineering • 1206141CIA B 5 TR 410000 5 1 -10- 8 1 - 8 T4430802 16082 SW 113th Ave H0 4 -1 H0 4 -1 ea m o 0 o 0 re -- . TC . IAI "7 =3 =3 j 13 =10 =9 20 =6 =0 I 27 =1=7 1 33 =8 =13 I 41 =0 -0 I I 5x6= 8 - 3x5 3x5 3x6 5 I S4 3x6 J S3 ... - / 9 -7 -11 1.5x9 \8 -10 -9 • • E D L • 3x5 = 3x6 = 3x5 = 4x5 = 2x9 \\ n S1 S2 n n W:508 4x7 = 9x6 = W :508 W:508 R:1684 • R:2376 R: 67 U: 328 U: 434 U: 157 • BC I 8 -7 -1 I 16 -6 -6 I 24 -5 -10• I 32 -4 -15 I I 41 -0 -0 I I v 0 Ix • 0 0 In at Cl 41 -0 -0 • D ALL PLATES ARE MT2020 Scale. 0 144' = 1' MXTek0 Online Plus.. APPROX. TRUSS WEIGHT: 273.4 LBS Online Plus -- Version 30.0.011 54 -I 0.49 2976 C 0.06 0.43 RUN DATE: 19- JUN -12 I -B 0.61 2166 C 0.10 0.51 REFER TO ONLINE PLUS GENERAL B -J 0.69 1731 C 0.06 0.63 NOTES AND SYMBOLS SHEET FOR CSI -Size- - - -- Lumbar - - -- J -03 0.44 503 C 0.00 0.44 ADDITIONAL SPECIFICATIONS. TC 0.69 2e 4 HF -B1 S3 -K 0.47 575 C 0.00 0.47 BC 0.75 2x 4 HF -B1 K -C 0.63 885 T 0.15 0.48 NOTES: WB 0.66 2x 4 HF -STUD -STAN Bottom Chords Trueeoe Manufactured by. HF -STUD -STAN is HF -STUD A -G 0.68 2976 T 0.47 0.21 Oregon Trues or HF -STAN G -01 0.75 2291 T 0.36 0.39 Analysis Conforms To: • S1 -F 0.75 2291 T 0.36 0.39 IBC /IRC2009 Brace trues ae follows: F -E 0.66 1533 T 0.24 0.42 TPI 2007 O.C. From To E -52 0.65 1497 T 0.24 0.41 OH Loading TC Cont. 0- 0- 0 41- 0- 0 02 -D 0.65 1497 T 0.24 0.41 Soffit pet 2.0 or 30.0" 0- 0- 0 41- 0- 0 D -L 0.28 182 T 0.00 0.28 This trues has been designed BC Cont. 0- 0- 0 41- 0- 0 L -C 0.42 804 C 0.01 0.41 for 20.0 pef LL on the B.C. or 72.0" 0- 0- 0 41- 0- 0 Webs in areas where a rectangle Continuous Lateral Restraint H -G 0.11 404 C 3- 6- 0 tall by req'd at mid -point of webs. G -I 0.39 769 T 2- 0- 0 wide. 0 -E J -D I -F 0.62 733 C will fit between the B.C. . Attach CLR with (2) -10d nails F -B 0.55 1096 T and any other member. at each web. • B -E 0.14 278 T 1 Br Doeign checked for 10 pet non - Refer to BCSI for diagonal E -J 0.20 397 T concurrent LL on BC. restraint requirements. J -D 0.56 1490 C 1 Br Wind Loads - ANSI / ASCE 7 -05 D -K 0.66 1301 T Trues is designed ae a Main pef -Ld Dead Live K -L 0.66 2350 C Wind -Force Reeietance System. TC 7.0 25.0 Wind Speed: 100 mph BC 10.0 0.0 TL Defl -0.10" in L -C L /644 Mean Roof Height: 15 -0 TC +BC 17.0 25.0 LL Defl -0.17" in G -F L/999 Exposure Category: C Total 42.0 Spacing 24.0" Shear // Grain in B -J 0.44 Occupancy Factor : 1.00 Lumber Duration Factor 1.15 Building Typo: Enclosed Plate Duration Factor 1.15 Plates for each ply each face. Zone location: Exterior Fb Fc Ft 9nin Plate - MT20 20 Ga, Grose Aroa TC Dead Load • 4.0 pef TC 1.15 1.10 1.10 1.10 Plate - HNGE 18 Ga, Grose Area BC Dead Load : 6.0 pef BC 1 10 1.10 1.10 1.10 Plato - MT2N 20 Ga, Gross Area Roof Snow Load per ASCE 7 -05 Plate - MT8H 18 Ga, Grose Area Ground Snow Load = 25.0 pef Total Load Reactions (Lbe) Jt Type Plt Size X Y JSI Rain Load - 0.0 pef ��, 0 P R Op.. Jt Down Uplift Horiz- A MF20 5 Ox 5.0 0.9 0.6 0.99 Importance Factor 1.00 A 1684 328 U 208 R H MF20 1.5x 4.0 Ctr Ctr 0.46 Thermal Factor 1 00 ' E�c,9 . �r / L 2377 434 U 54 MF20 3.Ox 6.0 Ctr Ctr 0.75 Exposure Factor 1.20 2 C 6B 158 G 208 R I MF20 3.0x 5.0- 0.6 -0.3 0.57 Balanced Load Factor 0.84 G Gravity Uplift B MI'20 5.0x 6.0 Ctr Ctr 0.94 Unbal snow loads chocked , e 1 622 2 P E J MF20 3.0x 5.0 1.1 -0.4 0.78 Par -to -ridge not roq'd •• Jt Brg Size Required S3 MF20 3.Ox 6.0 Ctr Ctr 0.52 Max comp. force 3219 Lbe ........ - A 5.5" 2.8" K MF20 5 Ox 5.0 0.5 -0.2 0.88 Max tens. force 2976 Lbe ' r +� � J • L 5 5" 3.7" C MF20 4.0x 5.0 Ctr 0.1 0.40 Connector Plato Fabrication - �� • Plus 6 Wind Load Case(s) C 5.5" 1.5" G MI'20 3.Ox 5.0 Ctr Ctr 0.60 Tolerance - 10% ,• °' ~, �. 51 MF20 4.0x 6.0 1.5 Ctr 0.99 7.0 Ctr 0.2 0.65 F MI'20 3.0x This true, is designed for a ' -•. • G y „e.. ` .. .... .A \ creep factor of 1.5 which �r 4 Plus 2 Unbalanced Load Cass. E MF20 3.Oz 5.0 Ctr Ctr 0.38 is used to calculate total FM E R . Q Q � Plus 1 UBC LL Load Case(s) 02 MF20 4.Ox 6.0 Ctr 0.2 0 83 load deflection. � w i�� ` V Plus 1 BC LL Load Case(e) D MF20 4.Ox 5.0 Ctr Ctr 0 89 -1 .q S A �v Plus 1 DL Load Case(e) L MF20 2.0x 4.0 Ctr Ctr 0.90 r1 Membr CSI P Lbs Axl- CSI -Bnd REVIEWED BY: Top Chard, MiTek Industries, Inc. EXPIRES: DECEMBER 31, 2013 • A -H 0.54 3219 C 0.18 0.36 6904 Parke East Blvd. H -S4 0.48 3059 C 0.18 0.30 Tampa, FL 33610 OdnePan °OCapy4OMMMJek51/396- 2012 Varian 300011Engneemp- Parketen8rm1224513 PM Papa 1 June 19,2012 Job Mark Quan Type Span P1 -H1 Left OH Right OH Engineering 1206141CIA C 2 TR 250000 5 1 -10- 8 1 -10- 8 T4430803 16082 SW 113th Ave HO 4 - 1 HO 4 - 1 TC 11 -10 -8 I 6 -5 -5 I 12 -6 -0 I 18 -6 -11 I 25 -0 -0 11 -10 -8 I 4x6 = B is 5 1x3 9x4 6 -3 -11 J O 5 -6 -9 1 A4 3 C 4 = H S1 D I 3x4 - 3x9 - 3x4= 1x3 II 1 1 I W:508 W:508 W:508 W:508 R: 533 R: 765 R: 656 R: 399 U: 115 U: 164 U: 139 U: 87 Bc I L 9 -2 -1C I lb - 9 - 3 25 - - ( 1U-9-4 I .1b-u - u BI I ALL PLATES ARE MT2020 Scale 0 228° = t' MiTeke Online Plus'. APPROX. TRUSS WEIGHT: 147.6 LBS Online Plus -- Version 30.0.011 D -I 0.17 215 T 0.02 0.15 Truss is designed as a Main RUN DATE: 19- JUN -12 I -C 0.22 187 T 0.01 0.21 Wind -Force Resistance System. Webs Wind Speed: 100 mph CSI -Size- - - -- Lumber - - -- J -H 0.17 470 C Mean Roof Height: 15 -0 TC 0.43 2x 4 HF - #1 H -B 0.26 330 C Exposure Category: C BC 0.38 2x 4 HF - #1 B -D 0.06 93 T Occupancy Factor : 1.00 WB 0.26 2x 4 HP-STUD-STAN D -C 0.09 178 T Building Type: Enclosed HP-STUD-STAN is HF -STUD I -G 0.12 510 C Zone location: Exterior or HP-STAN TC Dead Load : 4.0 psf TL Defl -0.28" in A -H L/370 BC Dead Load : 6.0 psf Brace truss as follows: LL Defl -0.13" in A -H L/788 Roof Snow Load per ASCE 7 -05 O.C. From To Shear // Grain in A - 0.36 Ground Snow Load = 25.0 psf TC Cont. 0- 0- 0 25- 0- 0 Rain Load = 0.0 psf or 48.0" 0- 0- 0 25- 0- 0 Plates for each ply each face. Importance Factor 1.00 BC Cont. 0- 0- 0 25- 0- 0 Plate - MT20 20 Ga, Gross Area Thermal Factor 1.00 or 72.0" 0- 0- 0 25- 0- 0 Plate - HUGE 18 Ga, Gross Area Exposure Factor 1.20 Plate - MT2H 20 Ga, Gross Area Balanced Load Factor 0.84 psf -Ld Dead Live Plate - MT8H 18 Ga, Gross Area Unbal snow loads checked TC 7.0 25.0 Jt Type Plt Size X Y JSI Par -to -ridge not req'd BC 10.0 0.0 A MT20 3.Ox 4.0 Ctr Ctr 0.54 Max comp. force 510 Lbs TC+BC 17.0 25.0 J M120 1.Ox 3.0 Ctr Ctr 0.87 Max tens. force 431 Lbs Total 42.0 Spacing 24.0" B M120 4.Ox 6.0 Ctr Ctr 0.74 Connector Plate Fabrication Lumber Duration Factor 1.15 G MT20 4.Ox 4.0 -0.9 0.4 0.63 Tolerance = 108 Plate Duration Factor 1.15 C M1'20 3.Ox 4.0 Ctr Ctr 0.54 This truss is designed for a Fb Fc Ft Emin H MT20 3.Ox 4.0 Ctr Ctr 0.43 creep factor of 1.5 which TC 1.15 1.10 1.10 1.10 S1 MT20 3.Ox 4.0 Ctr Ctr 0.39 is used to calculate total BC 1.10 1.10 1.10 1.10 D M120 3.Ox 4.0 Ctr Ctr 0.43 load deflection. I M120 1.Ox 3.0 Ctr Ctr 0.99 Total Load Reactions (Lbs) Jt Down Uplift Horiz- REVIEWED BY: A 533 115 U 110 R MiTek Industries, Inc. H 766 165 U 6904 Parke East Blvd. I 657 139 U Tampa, FL 33610 C 400 87 U 110 R REFER TO ONLINE PLUS GENERAL Jt Brg Size Required NOTES AND SYMBOLS SHEET FOR c ADDITIONAL SPECIFICATIONS. H 5.5" 1.5" �\ G F«5 I I 5.5" 1 .5" NOTES: " FR V � C 5.5" 1.5" Trusses Manufactured by: Oregon Truss kc 16222P.E _.. 9r 1 Plus 6 Wind Load Case(s) Analysis Conforms To: Plus 2 Unbalanced Load Cases IBC /IRC2009 " ... • • Plus 1 UBC LL Load Case(s) TPI 2007 ,, l Plus 1 DL Load Case(s) OH Loading . ,,.-",. . Soffit psf 2.0 .''''' a' K Membr CSI P Lbs Axl- CSI -Bnd This truss has been designed L � Q 9 •-- P. Top Chords for 20.0 psf LL on the B.C. Y F MB E R A - 0.43 446 C 0.00 0.43 in areas where a rectangle O �Q" J -B 0.43 113 C 0.00 0.43 3- 6- 0 tall by Mq S A ° PN B -G 0.39 226 C 0.00 0.39 2- 0- 0 wide G -C 0.39 187 C 0.00 0.39 will fit between the B.C. Bottom Chords and any other member. • A -H 0.38 431 T 0.02 0.36 Design checked for 10 psf non- EXPIRES: DECEMBER 31, 2013 H - S1 0.39 196 T 0.01 0.33 concurrent LL on BC. S1 -D 0.21 196 T 0.01 0.20 Wind Loads - ANSI / ASCE 7 - ONme PLs"' 0 Gopy ipht MTek91996.2012 Vadan 30 0 011 Enpneafnp • Patra3 6/1B2S12 245 PM Pepe 1 June 19, 2012 Job Mark Quan Type Span P1 -H1 Left OH Right OH Engineering - . . 1206141 CIA CCE 1 TR 250000 5 1 -10- 8 1 -10- 8 T4430804 • 16082 SW 113th Ave H0 4 -1 - ... - - - - TC 11 -10 -e I 12 -6 -0 I 25 -0 -0 11 -10 -e I 4x4= • B ill 5 H 0 Q • 6 -3 -11 •1.5x4 II F D - S 5 -6 -9 y■ A4 '� M ` C 4 - K T J S P L L NP R T 3 3x4 = .4747.41.5d5 EVAMEP.r"A9".ddbAS•25r,B.V. RP21 .00W e11'.MBIYPArASFWAV..75:19dOtee7 ARIPSP b ASIrAtRWA AW. '. BTOT.40 HISX d9D.EVASP. BC L 11 -0 -0 I 25 -0 -0 • 25.-0-0 . E. ' ALL PLATES ARE.MT2020 • See Joint D For Typical Gable Plate Size and Placement • Scale 0228• = 1' HiTek® Online Plus. APPROX. TRUSS WEIGHT: 159.9 LBS Online Plus -- version 30.0.011 0 -F 0.02 84 C or consult qualified RUN DATE: 19- JUN -12 I -H 0.05 148 C Building Designer as per K - J . 0.08 167 C ANSI /TPI 1. CSI -Size- - - -- Lumber - - -- L -B 0.03 46 C Wind Loads - ANSI / ASCE 7 -05 TC 0.14 2x 4 HP-01 N -M 0:08 167 C Truss is designed as a Main BC 0.10 2x 4 HF -81 P -0' 0.05 148 C Wind -Force Resistance System. GW 0.08 2x 4 HF- STUD -STAN R -Q 0.02 84 C HF -STUD -STAN is HP-STUD T -S .0.05 244 C Wind Speed: 100 mph Mean Roof Height: 15 -0 or HP Exposure Category: C TL Defl - 0.02" in A -E L/999 Occupancy Factor 1.00 Brace truss as follows: LL Defl - 0.01" in A -E L/999 Building Type: Enclosed O.C. From To Shear // Grain in A -D 0.21 Zone location: Exterior TC Cont. 0- 0- 0 25- 0- 0 TC Dead Load ': 4.0 psf or 48.0" 0- 0- 0 25- 0- 0 Plates for each ply each face. BC Dead Load : 6.0 psf BC Cont. 0- 0- 0 25- 0- 0 Plate - MT20 20 Ga, Gross'Area Roof Snow Load per ASCE 7 -05 or 72.0" 0- 0- 0 25- 0- 0 Plate - 18 Ga, Gross Area Ground Snow Load 25.0 psf Plate -'MT2H 20 Ga, Gross Area ' Rain Load ■ 0.0 psf psf -Ld Dead Live Plate -.MT8H 18 Ga, Gross Area Importance Factor 1.00 TC 7.0 25.0 Jt Type Plt Size X Y JSI Thermal Factor 1.00 . BC 10.0 0.0 A MT20 3.Ox 4.0 Ctr Ctr 0.54 . , Exposure Factor 1.20 TC +BC 17.0 25:0 D MT20 1.5x 4:0 Ctr Ctr 0.00 Balanced Load Factor 0.84 Total 42.0 Spacing 24.0" F MT20 1.5x 4.0 Ctr Ctr 0.00• Unbal snow loads checked Lumber Duration Factor 1.15 H MT20 .1.5x 4.0 Ctr Ctr 0.00 Par -to -ridge not req'd • Plate Duration Factor 1.15 J MT20 1.5x 4.0 Ctr Ctr 0.00 Max comp. force .244 Lbs Fb Po Ft Emin B MT20 4.Ox 4.0 Ctr Ctr 0.44 • Max tens. force 129 Lbs TC 1.15 1.10 1.10 1.10 . M MT20 1.5x 4.0 Ctr Ctr 0.00 Connector Plate Fabrication BC 1.10 1.10 1.10 1.10 0 M120 1.5x 4.0 Ctr Ctr 0.00 Tolerance - 10% • Q MT20 1.5x 4.0 Ctr Ctr 0.00 This truss is designed for a ' Total Load Reactions (Lbs) ' S MT20 1.5x 4.0 Ctr Ctr 0.00 creep factor of 1.5 which Jt Down Uplift Horiz- C MT20 3.Ox 4.0 Ctr Ctr 0.54 , is used Co calculate total A 2355 506 U 110 R • E MT20 1.5x 4.0 Ctr Ctr 0.00 load deflection. G MT20 1.5x 4.0 Ctr Ctr 0.00 Jt Erg Size Required I M1'20 1.5x 4.0 Ctr Ctr 0.00 A 300.0" 0 " -to- 300" K MT20 1.5x 4.0 Ctr Ctr 0.00 U MT20 3.Ox 4.0 Ctr Ctr 0.39 Plus 6 Wind Load Cases) L MT20 1.5x 4.0 Ctr Ctr 0.00 Plus 2 Unbalanced Load Cases N MT20 1.5x 4.0 Ctr Ctr 0.00 Plus 1 UBC LL Load Case(s) P MT20 1.5x 4.0 Ctr Ctr 0.00 Plus 1 DL Load Case(s) R MT20 1.5x 4.0 Ctr Ctr 0.00 T MT20 1.5x 4.0 Ctr Ctr 0.00 Membr CSI P Lbs Axl- CSI -Bnd Top Chords REVIEWED BY: `` A -D 0.14 91 C 0.00 0.14 MiTek Industries, Inc. ` P R OFe o o , D -F 0.13 113 C 0.00 0.13 6904 Parke East Blvd. .( �A Tampa, F -H 0.03 96 C 0.00 0.03 T FL 33610 ` • H -J 0.04 99 C 0.00 0.04 mo• E NC' NEk k � pA- J -B 0.04 111 T 0.00 0.04 REFER TO ONLINE PLUS GENERAL v B -M 0.04 111 T 0.00 0.04 NOTES AND SYMBOLS SHEET FOR '' 1 622 2 P E ..... -9 M -O 0.04 99 C 0.00 0.04 ADDITIONAL SPECIFICATIONS. O -Q 0.03 96 C 0.00 0.03 f Q -S 0.13 113 C 0.00 0.13 NOTES: --.•^ S -C 0.14 91 C 0.00 0.14 Trusses Manufactured by: " j Bottom Chords Oregon Truss " r'''''• A -E 0.10 37 C 0.00 0.10 Analysis Conforms To: w•"'• •^"%•'q/ E -G 0.07 0 T 0.00 0.07 IBC /IRC2009 '.. 0' C,. G -I 0.01 0 T 0.00 0.01 TPI 2007 V ,, - .. �� K -U 0.01 T 0.00 0.01 OH Soffit p sf 2.0 " 0 Mg E R \ P U -L 0.01 T 0.00 0.01 Design checked for 10 psf non- ' L -N 0.01 T 0.00 0.01 concurrent LL on BC. �� S A A. �� N -P 0.01 T 0.00 0.01 Truss designed for wind loads P -R 0.01 T 0.00 0.01 in the plane of the truss • R -T 0.07 37 C 0.00 0.07 only. (normal the face), EXPIRES: DECEMBER 31, 2013 , Gable Webs see Standard Industry Gable E -D 0.05 244 C End Details as applicable, ONmsPWa° CCSg &2012Veakn300011 Enpnswlm.Pomed s118201224514PM Papal June 19,2012 Job Mark Quan Type Span P1 -H1 Left OH Right OH Engineering • 1206141CIA BSC 1 TRG216OT 910000 5 1 -10- 8' 1 -10- 8 T44308O5 ' 16082 SW 113th Ave • • ' Ho 4 -1 Ho 4 -1 0 8 E o m 8 0 Tc p I 6-6-14 112-6-0 1 19 -2-0 1 41 -0 -0 1 -- 1.5 :4 N . PP 1.5 :4 N 1.5 :4 N • NN 5 2:4 II 3:4 // 1.5 :4 II MM H 1.5:4 II R 1.5 :4 II 1.5 :a p 0 L 5PL1.5 :4 H FF 2 LL 1.5:4 II 6:10 � 5:5= P v 1.554 II RPL E 5:8= 5 :10, �i C1.r411.54B 1.5:411 B X 1 1 I I \� II JJ 9 -7 -11 1.5: \\ /I• Ir \ 1 \ • I 1 5:I II I��I�. I \ �D 1.5:4 0 -10 -9 4.5= ,�� \I\I\1\I\1� lir I I �0 - 1 / .7 8PL I BPL B AA RR • 3:5 3 :5= 1.5:4 5 7 1.5:4 11 I11.584 II RR g 1.5 :4 II 1.5 :4 II ( +) Top chord must be braced by end J • cks, 4:5= 1.5:4 II CC roof diaphragm, or properly connected 1 9.4 9 purlins as shown. 1.5 :4 I I 1 s 4 n M 1 w:508 1.5:4 11 8:1240 U:. 244 act 1 13-b-/L1 11S-1U-12 (( 2S-U -U 1 , 41-U -U I I • . . o - I on F� 41-0 -0 Ed ALL PLATER ARE M72020 Use . For Typical Gable Plate size and Placsnent Scale 0 070"o 1' ' • M1Tek0 Online Plus. APPROX. TRUSS WEIGHT: 375.9 LBS • Online Plus -- Version 30.0.011 K -B 0.34 1900 C; 0.03 0.31 II -HH 0.01 62 C REFER TO ONLINE PLUS GENERAL RUN DATE: 19- JUN -12 B -LL 0.28 317 C 0.00 0.28 KK -JJ 0.03 157 C NOTES AND SYMBOLS SHEET FOR LL -NN 0.13 273.0 0.00 0.13 ADDITIONAL SPECIFICATIONS. CSI -Size- - - -- Lumber - - -- NN -PP 0.14 227 C 0.00 0.14 TL Defl -0.25" in A -J L/999 TC 0.36 2: 4 or-81 PP-2 0.07 266 C 0.00 0.07 LL Defl -0.12" in J -I L/999 NOTES: BC 0 54 2x 4 HF -81 E -L 0.04 246 C 0.00 0.04 Shear // Grain in C -S 0.40 Trusses Manufactured by: WB 0 74 2z 4 DFL- 1800f -1.8E L -N 0.10 262 C 0.00 0.10 E Oregon Trues -- 0.30 2z 4 HF -STUD -STAN N -P 0.13 300 C 0.00 0.13 Plates for each ply each face. Analysis Conforms To: K -J J -B B -I I -H P -R 0.15 259 C 0.00 0.15 Plate - MT20 20 Ga, Gross Area IBC /1RC2009 GW 0.45 2z 4 HF -STUD -STAN R -T 0.15 218 C 0.00 0.15 Plato - HNGE 18 Ga, Gross Area TPI 2007 HF -STUD -STAN is HF -STUD T -V 0.01 244 C 0.00 0.01 Plato - MT2H 20 Ga, Gross Area OH Loading or HF -STAN V -I 0.01 244 C 0.00 0.01 • ' Plate - Mf8H 18 Ga, Gross Area Soffit pof 2.0 • ' I -2 0.01 243 C 0.00. 0.01 Jt Type Plt Size I Y JSI Daoign chocked for 10 pof non - Brace trues as follows: E -BB 0.01 243 C 0.00 0.01 A MT20 4.0x Ctr 0.1 0.80 concurrent LL on BC. O.C. From To BB -DD 0.01 243 C 0.00 0.01 K MT20 1.5x 4.0 Ctr Ctr 0.44 Truss designed for wind loads TC Cont. 0- 0- 0 41- 0- 0 DD -FF 0.01 242 C 0.00 0.01 B MT20 6.0x10.0- 1.9 -0.7 0.83 , in the plane of the trues or 42.0" 0- 0- 0 41- 0- 0 FF -HH 0.01 242 C 0.00 0.01 LL MT20 1.5x Ctr Ctr 0.47 only. For studs exposed to BC Cont. 0- 0- 0 41- 0- 0 HH -JJ 0.05 250 C 0.00 0.05 NN MT20 1.5x 4.0 Ctr Ctr 0.52 wind (normal to the face), . or 120.0" 0- 0- 0 41- 0- 0 JJ -D 0.05 240 C 0.00 0.05 PP MT20 1.5x 4.0 Ctr Ctr 0.49 . • see Standard Industry Gable Continuous Lateral Restraints Bottom Chords E MT20 S.Ox 5.0 Ctr -1.6 0.33 End Details as applicable, req'd at third - points of -webs A -J 0.52 1987 T .0.31 0.21 L MT20 1.5x"4.0 Ctr Ctr 0.49 or consult qualified B -C J -RR 0.40 1387 T 0.22 0.18 N 50120 1.5x 4.0 Ctr Ctr 0.50 Building Designer as per Attach CLR with (2) -10d nails. RB -I 0.36 1387 T - 0.22 0.14 P 80120 1.52 4.0 Ctr Ctr 0.51 ANSI /TPI 1. at each web. - I -C 0.54' 1880 T 0.30 0.24 R Mf20 1.5x 4.0 Ctr Ctr 0.47 Wind Loads - ANSI / ASCE 7 -05 Refer to BCSI for diagonal C -S 0.30 •225 T .0.00 0.30 T MT20 1.52 4.0 Ctr Ctr 0.52 Trues is designed as a Main restraint requirenente. S -U 0.04 225 T 0.03 0.01 V MT20 6.0x10.0 Ctr Ctr 0.71 Wind -Force Resistance System. 0 -W 0.03 225 T 0.03 0.00 X MT20 1.5x 4.0 Ctr Ctr 0.44 Wind Speed: 100 mph psf-Ld Dead Live W -Y 0.03 225.T 0.03 0.00 2 MT20 1.5x 4.0 Ctr Ctr 0.44 Mean Roof Height: 15 -0 • TC 7.0 25.0 Y -AA 0.03 225 T 0.03 0.00 BB MT20 1.52 4.0 Ctr Ctr 0.44 Ezposurc Category: C BC 10.0 0.0 AR -CC 0.03 225 T 0.03 0.00 DD MT20 1.5: 4.0 Ctr Ctr 0.44 Occupancy Factor : 1.00 TC +BC 17.0 25.0 CC -EE 0.03 225 T 0 :03 0.00 FF Mf20 1.5x 4.0 Ctr Ctr 0.44 Total 42.0 Spacing 24.0" EE -GG 0.03 225 T 0.03 0.00 HH MT20 1.52 4.0 Ctr Ctr 0.45 Lumber Duration Factor 1.15 GG -II 0.03 225 T 0.03 0.00 JJ Mf20 1.52 4.0 Ctr Ctr 0.47 Plate Duration Factor 1.15 II -KK 0.05 225 T 0.02 0.03 D MT20 4.0x 5.0 Ctr 0.1 0.40 Fb Fc Ft Ervin KK -D 0.06 225 T 0.03 0.03 J MT20 3.02 5.0 Ctr Ctr 0.48 1 TC 1.15 1.10 1.10 1.10 Webs RR MT20 4.Ox 5.0 Ctr 0.2 0.92 BC 1.10 1.10 1.10 1.10 K -J 0.11 387 C I MT20 3.Ox 5.0 Ctr Ctr 0.40 J -B 0 30 605 T C MT20 5.0: 8.0 Ctr -0.5 0.93 Total Load Reactions (Lbe) B -MM 0.44 1598 C 0.32 0.12 5 MT20 1.5x 4.0 Ctr Ctr 0.54 Jt Down Uplift Mori:- B -I 0.25 508 T U Mf20 1.5x 4.0 Ctr Ctr 0.54 (09 PR OF / A 1240 244 0 208 R MM -00 0 47 1615 C 0.32 0.15 W 801.20 1.5x 4.0 Ctr Ctr 0.54 � ! L C 2522 541 0 208 R 00 -00 0.49 1643 C 0.34 0.15 Y MT20 1.5x 4.0 Ctr Ctr 0.54 _` r n I -H 0.11 314 C AA MT20 1.5x 4.0 Ctr Ctr 0.54 rr �4 Q AL Brg Required H IP d Q -M 0.74 1839 C 0.43 0.31 EE MT 1.5x 4.0 Ctr CLr 0.54 4 C 192.0" 300 " -to- 492" M -O 0.57 1868 C 0.44 0.13 GG MT20 1.5x 4.0 Ctr Ctr 0.54 `Z• 1 622 2 P E ... -9 0 -Q 0.59 1865 C 0.43 0.16 II MT20 1.5x 4.0 Ctr Ctr 0.54 LC8 1 Snow Loading 0 -C 0.62 1936 C 0.47 0.15 KK MT20 1.5x 4.0 Ctr Ctr 0.54 . Dur Petro - Lbr 1.15 Plt 1.15 . Gable Webs H MT20 3.Oz 4.0 Ctr Ctr 0.71 ..04 ,/ r plf - Dead Live: From To MM -LL 0.22 9 C 0.00 0.22 HM Mr20 2.Ox 4.0 -0.5 Ctr 0.99 - TC V 14 50 '0.0' 41 0' 00 -NN 0.45 21 C 0.00 0.45 00 M720 2.Ox 4.0 -0.5 Ctr 0.95 �� _ Y ,/f r •�. (V ' BC V 20 0 0.0' 41 0' QQ-PP 0.36 290 C 0.02 0.34 QQ M � Tfl'20 2.OZ d.0 -1 .0 Ctr 0.93 � 4 •' ( TC V 0 33 15.2' -L 0.20 64 C 0.00 0.20 M MT20 2.Oz 4.0 -1.5 Ctr 0.93 0.. . .`-. ft. 0 0 19.0' 0 -N 0.31 24 T 0.01 0.30 0 MT20 2.0z 4.0 -1.5 Ctr 0.96 . =5, ) ABE R \ Q Q � Q -P 0.44 171 C 0.04 0.40 Q MT20 2.Ox 4.0 -1.5 Ctr 0.96 V Plus 6 Wind Load Cases) S -R 0.20 195 C Plus 8 Unbalanced Load Cases 0 -T 0.03 40 C 2 Gable studs to be attached 414S A P\- Plus 1 OBC LL Load Casale) W -V 0.07 106 C with 1.524.0 plates each and. Plus 1 DL Load Case(s) Y -I 0.06 108 C REVIEWED BY: AA -8 0.05 107 C MSTek Industries, Inc. Membr CSI P Lbs Azl- CSI -Bnd CC -BB 0.03 107 C 6904 Parke East Blvd. • Top Chords EE -DD 0.03 107 C Tampa, FL 33610 EXPIRES: DECEMBER 31, 2013 . A -K 0.36 2145 C 0.04 0.32 GO -FF 0.02 B7 C On8no Plus° OCopyright MiTakR 1986.2012Vsrslon 300011 Engnoeing- Pomad 919201224515PM Pogo 1 of t June 9 2 • Job Mark Quan Type Span P1 -H1 - Left OH Right OH Engineering 1206141 CIA BSC 1 TRG2160T 910000 5 1 -10- 8 1 -10- 8 T4430805 16082 SW 113th Ave • • Building Type: Enclosed Done location: Exterior TC Dead Load : 4.0 pef .._ . _ BC -Dead- Load -: 6.0_pe! Roof Snow Load per ASCE 7 -05 • Ground Snow Load = 25.0 pef Rain Load = 0.0 pef Importance Factor 1.00 Thermal Factor 1.00 Exposure Factor 1.20 Balanced Load Factor 0.84 Unbal snow loads chocked Upend ridge diet = 25.0 ft Max comp. force 2145 Lbs Max tens. force 1987 Lbs Connector Plate Fabrication Tolerance a 10% This truss is designed for a creep factor of 1.5 which is used to calculate total load deflection. • 74I e 16222PE. � r M BER Q om` q S A. P • EXPIRES: DECEMBER 31, 2013 tTdna Phn= 0 Copyright Mnek918813-2012 Venial 900011 Emanating• Posi8 6/141/2012 245,15 PM Page oft June 19,2012 ONLINE PLUS GENERAL NOTES 86 SYMBOLS 108 PLATE LOCATION FLOOR TRUSS SPLICE LATERAL BRACING , tt Center plates on joints ( 3X2, 4X2, 6X2 ) Designates the location for unless otherwise noted continuous lateral bracing (CLB) for Malt support of individual inches (i.e. 1 1/ 2" or 1.5 ") truss members �� in plate list or on drawing. �/ only. CLB5 must be properly I f 4 Dimensions are given in anchored or restrained to prevent simultaneous buckling of adjacent or IN -16ths (i.e. 108) (W) = Wide Face Plate truss members. (N) = Narrow Face Plate PLATE SIZE AND ORIENTATION DIMENSIONS BEARING The first dimension is All dimensions are shown in N.. W hen truss is designed to fa 3x5 I I the width measured FT -IN -SX (i.e. 6' -8.5" or �= MI L bear on multiple supports, perpendicular to slots. interior bearing locations UMW �� l 6 -08 -08 ). Dimensions less should be marked on the - The second dimension is than one foot are shown truss. Interior support or b the length measured in IN -SX only (i.e. 708). temporary shoring s must be parallel to slots. Plate p )' g orientation, shown next in place before trusses are I I 6 - - �r W = Actual Bearing installed. necessar lled. If shim to plate size, indicates necessary, direction of slots in Width (IN -SX) bearings to assure solid connector plates. . 1 708 R = Reaction (lbs.) contact with truss. U = Uplift (lbs.) Metal connector plates shall be applied on both faces Mitek Industries Inc. bears no responsibility for the of truss at each joint. Center the plates, unless erection of trusses, field bracing or permanent indicated otherwise. No loose knots or wane in plate truss bracing. Refer to "Building Component Safety contact area. Splice only where shown. Overall spans Information" (BCSI 1) as published by Truss Plate assume 4" bearing at each end, unless indicated Institute, 218 North Lee Street, Suite 312, Alexandria, otherwise. Cutting and fabrication shall be performed Virginia 22314. Persons erecting trusses are cautioned using equipment which produces snug - fitting joints and to seek professional advice concerning proper erection plates. Unless otherwise noted, moisture content of bracing to prevent toppling and " dominoing ". Care lumber shall not exceed 19% at of fabrication and should be taken to prevent damage during fabrication, the attached truss designs are not applicable for use storage, shipping and erection. Top and bottom chords with fire retardant lumber and some preservative shall be adequately braced in the absence of sheathing treatments. Nails specified on Truss Design Drawings or rigid ceiling, respectively. It is the responsibility of refer to common wire nails, except as noted. The others to ascertain that design loads utilized on these attached.design drawings were prepared in accordance drawings meet or exceed the actual dead loads imposed • with " National Design Specifications for Wood by the structure and the live loads imposed by the local Construction" (AF & PA ), " National Design Standard building code or historical climatic records. When truss for Metal Plate Connected Wood Truss Construction" hangers are specified on the Truss Design Drawing, (ANSI /TPI 1), and HUD Design Criteria for Trussed they must be installed per manufacturer's details and Rafters. specifications. FURNISH A COPY OF' THE ATTACHED TRUSS DESIGN DRAWINGS TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THESE DRAWINGS AND VERIFY THAT DATA, INCLUDING DIMENSIONS & LOADS, CONFORM TO ARCHITECTURAL PLAN / SPECS AND THE TRUSS PLACEMENT DIAGRAM FURNISHED BY THE TRUSS MANUFACTURER. ®s MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610 -4115 • MiTek ® Tel: 813- 972 -1135 Fax: 813 -971 -6117