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Home My WebLink About0674.02 Truss Plans 1 SP 320000 8 912 912IDREES REGENT EL: A DRREGENT I T18 4x6= DG 17-04-00 B DG 6-06-06 HO 5-12 12 HO 5-12 18 12 T1U 8 Sx8 2 I 4x6 Ft1/43 4-3 J 9-11-05 7x8= 4x6= 12 �t T1L 1 9x6= 5 6 7 4 A 9x6= E $ E0 H B1L B1L G S1 F 2x4(I 5x8= 3x6= 5x8= N N TC as 14-02-06 I 8-11-14 1 3-07-05 1 5-02-07 m BC 32-00-00 4 32-00-00 G UniStar -- Version 40.0.412 MEMBR CSI P(LBS) MAST M@2ND NOTES: RUN DATE: 10- 3-01 G-B = 1147 T G-J = 1021 C 1. TRUSSES MANUFACTURED BY - J-F = 1092 T F-C = 1531 C DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB F-D 1139 T 2. ANALYSIS CONFORMS TO TOP 0.43 2X 4 SP-#1 2130 UBC (ANSI/TPI 1-1995) . BTM 0.60 2X 4 SP-#1 2130 DL+LL DEFL = 0.34" IN S1-F 3. EMPIRICAL ANALOG IS USED. WBS 0.50 2X 4 SP-#3 980 LL DEFL = 0.10" < BRG-SPAN/360 4. WIND LOADS - UBC,1988 EDITN EXCEPTIONS: SPAN/DEFL (DL+LL) = 999 TRUSS IS DESIGNED AS A I-G 2X 4 SP-#2 1720 MAIN WIND-FORCE RES SYSTEM G-B G-J SAME AS I-G PLATING CONFORMS TO TPI WIND SPEED - 80 MPH REPETITIVE MEMBER STRESS USED. (GROSS AREA METHOD) MEAN ROOF HEIGHT - 25' VERIFY PLATE VALUES WITH EXPOSURE CATEGORY - C LATERAL BRACING: TEE-LOK CORPORATION OCCUPANCY CATEGORY - 1 TOP CHORD - CONTINUOUS GRIP BASED ON SYP LUMBER 5. UNBALANCED LOADS CHECKED BTM CHORD - CONTINUOUS PLATES - 20 GAUGE TL-20 (UNBLN LD FAC 1.00, 0.00) . ONE BRACE - I-G G-J --- GRIPPING 561-393 PSI PER PAIR 6. PROVIDE DRAINAGE TO TRUSS SPACING - 24.0 IN. INCLUDES 15.0% INCREASE PREVENT WATER PONDING. TENSION 1030- 924 PLI PER PAIR 7. FASTEN TRUSS TO BRG A LOAD CASE #1 SHEAR 970- 498 PLI PER PAIR FOR 273 LBS OF UPLIFT, LUMBER STRESS INCREASE: 15.0% WHILE PERMITTING NO UPWARD PLATE STRESS INCREASE: 15.0% JT TYPE PLATE SIZE X Y MOVEMENT OF WALL OR BRG. LOADING LIVE DEAD (PSF) A 2001 4.00 X 6.00 2.7 1.8 8. FASTEN TRUSS TO BRG E TOP CHD 20.0 8.0 B 3001 4.00 X 6.00 CTR CTR FOR 264 LBS OF UPLIFT, BTM CHD 0.0 15.0 C 5094 7.00 X 8.00 4.0 3.5 WHILE PERMITTING NO UPWARD TOTAL 20.0 23.0 43.0 D 5093 4.00 X 6.00 2.6 1.8 MOVEMENT OF WALL OR BRG. SUPPORT CRITERIA E 2001 4.00 X 6.00 2.7 1.8 JT TYPE HORZ VERT WIDTH F 1070 5.00 X 8.00 CTR CTR FABRICATOR NOTES: LBS LBS IN-SX G 1070 5.00 X 8.00 CTR CTR 1.BOTTOM CHORD LOADING SHOWN A PIN 0 1425 3- 8 H 1001 2.00 X 4.00 CTR CTR INCLUDES 10 PSF LIVE LOAD. E HORZ RLR 0 1425 3- 8 I 1150 5.00 X 8.00 CTR 3.0 2.IF NONE OP THE REACTIONS J 1010 4.00 X 6.00 CTR CTR SHOWN IN THE "LOAD CASE #1" LEFT RIGHT S1 1100 3.00 X 6.00 CTR 0.2 SECTION OF THIS DRAWING ARE HEEL 1IN - 8SX 1IN - 8SX NEGATIVE THE "FASTEN TRUSS `11�� 1,11,0 FOR UPLIFT" NOTES IN THE MEMBR CSI P(LBS) MAST M�2ND ` ��\ H //// "NOTES:" SECTION OF THIS TOP CHORDS X �" �Is� � DRAWING ARE THE RESULT OF A-I 0.43 1887 C 2654 -2670 `0Q J `ST��bi%� WIND DESIGN AND MAY BE I-B 0.42 1383 C 2670 -2087 1 (� `s9�C? 9� ` IGNORED WHERE A CHECK OF B-J 0.39 1382 C 2085 -2518 Q NO. Q ? THE BLDG CODE ROOF TIE-DOWN J-C 0.43 2784 C 2518 1103 = 60910419il SECT DOES NOT RESULT IN THE C-D 0.37 2389 C -392 -2328 ... STATE OF SREQUIREMENT OF ROOF TIES. D-E 0.33 1902 C 657 -2169 S 4{n M / 3.ALL CONTINUOUS LATERAL BOTTOM CHORDS 4�h�•gavv��'�iU"`�� BRACES MUST BE RESTRAINED A-H 0.47 1569 T 1697 -1040 �'J� :` TO PREVENT LATERAL MOVEMENT H-G 0.53 1569 T 1040 -2135 '// -"'NA,' \�� OF THE BRACE IF ALL BRACED G-S1 0.60 1978 T 2135 200 ,,/,/r I)( ,1\\ MEMBERS BUCKLE IN THE SAME S1-F 0.59 1978 T -200 -2109 DIRECTION. SEE HIB-91 F-E 0.53 1559 T 2109 -2143 O C T 3 0 2001 SUMMARY SHEET FRAME 4 WEBS AND BUILDING DESIGNER H-I = 197 T I-G = 548 C REQUIREMENTS. I 1 SP 320000 • 8 912 912IDREES REGENT EL: A DRREGENT I T19 4x6= DG 17-04-00 B 12 DG 9-06-06 HO 5-12 I HO 5-12 48 • 12 T1U 2 8 57:8!i 7x8= 5x8= J Fn1tt3 . Ti D 12 9-11-05 # 3 / 18 T1L 1 2f" 5 6 5 4 4x6= A 4x6= E B1L H Si G B1L I 2x411 5x8= 3x6= 3x4= F 2x4 11 N N rl rl TC rn 14-02-06 1 6-05-14 1 3-07-05 1 7-08-07 m BC 32-00-00 � 32-00-00 C> UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.62 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.51 2X 4 SP-#1 2130 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. WBS 0.45 2X 4 SP-#3 980 GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN EXCEPTIONS: INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A J-H 2X 4 SP-#2 1720 TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM H-B H-C SAME AS J-H SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH REPETITIVE MEMBER STRESS USED. MEAN ROOF HEIGHT - 25' JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C LATERAL BRACING: A 2001 4.00 X 6.00 2.7 1.8 OCCUPANCY CATEGORY - 1 TOP CHORD - CONTINUOUS B 3001 4.00 X 6.00 CTR CTR 5. UNBALANCED LOADS CHECKED BTM CHORD - CONTINUOUS C 5094 7.00 X 8.00 4.0 3.5 (UNBLN LD FAC = 1.00, 0.00) . ONE BRACE - J-H H-C - * D 5150 5.00 X 8.00 2.2 2.0 6. PROVIDE DRAINAGE TO TRUSS SPACING - 24.0 IN. E 2001 4.00 X 6.00 2.7 1.8 PREVENT WATER PONDING. F 1001 2.00 X 4.00 CTR CTR 7. FASTEN TRUSS TO BRG A LOAD CASE #1 G 1050 3.00 X 4.00 CTR CTR FOR 273 LBS OF UPLIFT, LUMBER STRESS INCREASE: 15.0% H 1070 5.00 X 8.00 CTR CTR WHILE PERMITTING NO UPWARD PLATE STRESS INCREASE: 15.0% I 1001 2.00 X 4.00 CTR CTR MOVEMENT OF WALL OR BEG. LOADING LIVE DEAD (PSF) J 1150 5.00 X 8.00 CTR 3.0 8. FASTEN TRUSS TO BRG E TOP CHD 20.0 8.0 S1 1100 3.00 X 6.00 CTR 0.2 FOR 267 LBS OF UPLIFT, BTM CHD 0.0 15.0 WHILE PERMITTING NO UPWARD TOTAL 20.0 23.0 43.0 MOVEMENT OF WALL OR BRG. SUPPORT CRITERIA JT TYPE HORZ VERT WIDTH FABRICATOR NOTES: LBS LBS IN-SX 1.BOTTOM CHORD LOADING SHOWN A PIN 0 1425 3- 8 INCLUDES 10 PSF LIVE LOAD. E HORZ RLR 0 1425 3- 8 2.IF NONE OF THE REACTIONS SHOWN IN THE "LOAD CASE #1" LEFT RIGHT ` �`��}��/ ,, SECTION OF THIS DRAWING ARE HEEL 1IN - 8SX 1IN - 8SX ��` /// NEGATIVE THE "FASTEN TRUSS yam�. �e�^ FOR UPLIFT" NOTES IN THE MEMBR CSI P(LBS) MIST M®2ND \\ ♦` "NOTES:" SECTION OP THIS TOP CHORDS ` Q 1:1418Wq�i sI�,% DRAWING ARE THE RESULT OF A-J 0.42 1889 C 2705 -2598 y®`StP1Ce,ANy 9 13. WIND DESIGN AND MAY BE J-B 0.41 1378 C 2598 -2316 _ 0 I¢If NO. ? THEIGNORED BLDGWHERE A CODE ROOFECK OF TIE DOWN B-C 0.43 1360 C 2299 -56 6Q9��9 C-D 0.39 1889 C 1838 -2490 = = SECT DOES NOT RESULT IN THE D-E 0.62 1844 C 772 -3276 ij STATE OF REQUIREMENT OF ROOF TIES. BOTTOM CHORDS PO 3.ALL CONTINUOUS LATERAL A-I 0.47 1570 T 1651 -1181 . Yi-ijmmoMMM_° BRACES MUST BE RESTRAINED .44k I-H 0.46 1570 T 1181 613 TO PREVENT LATERAL MOVEMENT H-Si 0.51 1888 T 0.42 1888 T 1252 1366 ,'/',�// Aa" \�`` OFME THE SBB BUCKLE ALL BRE ACED -F 0.44 1520 T 368 -1468 �r 1 DIRECTION. SEE HIB-91 F-E 0.44 1520 T 1468 -876 SUMMARY SHEET FRAME 4 WEBS AND BUILDING DESIGNER I-J = 208 T J-H = 554 C REQUIREMENTS. H-B = 1121 T H-C = 952 C OCT 3 02001 G-C = 408 C G-D = 635 T F-D = 205 T DL+LL DEFL = 0.32" IN B-C LL DEFL = 0.08" < BRG-SPAN/360 SPAN/DEFL (DL+LL) = 999 1 SP 320000 • 8 912 912IDREES REGENT EL: A DRREGENT I T20 4x6= DG 17-04-00 B DG 12-06-07 HO 5-12 HO 5-12 2 7x8= 5x6v '5 C3\ le 9-11-05 �' /� j 2K v/ K - ; _ 6 T4 7 T1L 1 214 4x6= B A 4x6= E /vim $ MY /al B1L B1L H Si G I F 2x4I1 5x8= 3x6= 3x4= 4x4= N Cl ,-1 N TC m 14-02-06 13-11-14 1 3-07-05 1 10-02-07 m BC 32-00-00 - 32-00-00 P UniStar -- Version 40.0.412 MEMBR CSI P(LBS) M@1ST M@2ND NOTES: RUN DATE: 10- 3-01 I-J = 221 T J-H = 567 C 1. TRUSSES MANUFACTURED BY - H-B = 1168 T H-C = 826 C DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB G-C = 201 C G-D = 471 T 2. ANALYSIS CONFORMS TO TOP 0.42 2X 4 SP-#1 2130 D-F = 556 T F-K = 252 C UBC (ANSI/TPI 1-1995) . BTM 0.52 2X 4 SP-#1 2130 3. EMPIRICAL ANALOG IS USED. WBS 0.37 2X 4 SP-#2 1720 DL+LL DEFL = 0.32" IN G-F 4. WIND LOADS - UBC,1988 EDITN EXCEPTIONS: LL DEFL = 0.07" < BRG-SPAN/360 TRUSS IS DESIGNED AS A I-J 2X 4 SP-#3 980 SPAN/DEFL (DL+LL) = 999 MAIN WIND-FORCE RES SYSTEM F-K SAME AS I-J WIND SPEED - 80 MPH REPETITIVE MEMBER STRESS USED. PLATING CONFORMS TO TPI MEAN ROOF HEIGHT - 25' (GROSS AREA METHOD) EXPOSURE CATEGORY - C LATERAL BRACING: VERIFY PLATE VALUES WITH OCCUPANCY CATEGORY - 1 TOP CHORD - CONTINUOUS TEE-LOK CORPORATION 5. UNBALANCED LOADS CHECKED BTM CHORD - CONTINUOUS GRIP BASED ON SYP LUMBER (UNBLN LD FAC = 1.00, 0.00) . ONE BRACE - J-H H-C `- * PLATES - 20 GAUGE TL-20 6. PROVIDE DRAINAGE TO TRUSS SPACING - 24.0 IN. GRIPPING 561-393 PSI PER PAIR PREVENT WATER PONDING. INCLUDES 15.0% INCREASE 7. FASTEN TRUSS TO BRG A LOAD CASE #1 TENSION 1030- 924 PLI PER PAIR FOR 273 LBS OF UPLIFT, LUMBER STRESS INCREASE: 15.0% SHEAR 970- 498 PLI PER PAIR WHILE PERMITTING NO UPWARD PLATE STRESS INCREASE: 15.0% MOVEMENT OF WALL OR BRG. LOADING LIVE DEAD (PSF) JT TYPE PLATE SIZE X Y 8. FASTEN TRUSS TO BRG E TOP CHD 20.0 8.0 A 2001 4.00 X 6.00 2.7 1.8 FOR 269 LBS OF UPLIFT, BTM CHD 0.0 15.0 B 3001 4.00 X 6.00 CTR CTR WHILE PERMITTING NO UPWARD TOTAL 20.0 23.0 43.0 C 5094 7.00 X 8.00 4.0 3.5 MOVEMENT OF WALL OR BRG. SUPPORT CRITERIA D 5110 5.00 X 6.00 2.5 1.8 JT TYPE HORZ VERT WIDTH E 2001 4.00 X 6.00 2.7 1.8 FABRICATOR NOTES: LBS LBS IN-SX F 1030 4.00 X 4.00 CTR CTR 1.BOTTOM CHORD LOADING SHOWN A PIN 0 1425 3- 8 G 1050 3.00 X 4.00 CTR CTR INCLUDES 10 PSF LIVE LOAD. E HORZ RLR 0 1425 3- 8 H 1070 5.00 X 8.00 CTR CTR 2.IF NONE OF THE REACTIONS I 1001 2.00 X 4.00 CTR CTR SHOWN IN THE "LOAD CASE #1" LEFT RIGHT J 1150 5.00 X 8.00 CTR 3.0 SECTION OF THIS DRAWING ARE HEEL 1IN - 8SX 1IN - 8SX K 1001 2.00 X 4.00 CTR CTR NEGATIVE THE "FASTEN TRUSS S1 1100 3.00 X 6.00 CTR 0.2 FOR UPLIFT" NOTES IN THE MEMBR CSI P(LBS) MOIST M@2ND "NOTES:" SECTION OF THIS TOP CHORDS on%Whhh1/I/ // DRAWING ARE THE RESULT OF A-J 0.42 1895 C 2712 -2761 `\\\\N\_" He ///', WIND DESIGN AND MAY BE J-B 0.41 1368 C 2761 -1652 � Q♦' `tupput�� S1 /� IGNORED WHERE A CHECK OF B-C 0.24 1336 C 1678 425 S �` �.ASTE,`'��o ^'i THE BLDG CODE ROOF TIE-DOWN C-D 0.16 1548 C 679 -1022 . �G -" Y SECT DOES NOT RESULT IN THE D-K 0.26 1981 C 710 -852 ±� �s��1901 REQUIREMENT OF ROOF TIES. K-E 0.42 1997 C 852 -2737 3.ALL CONTINUOUS LATERAL STATE OF s r BOTTOM CHORDS i �� BRACES MUST BE RESTRAINED A-I 0.47 1576 T 1667 -1363 %N;4*Mmilimt0' .p��AZ TO PREVENT LATERAL MOVEMENT I-H 0.43 1576 T 1363 -848 • OF THE BRACE IF ALL BRACED H-S1 0.36 1547 T 848 -574 // �ONALet�� MEMBERS BUCKLE IN THE SAME S1-G 0.49 1547 T 574 -1811 ////f� (111�]1�� DIRECTION. SEE HIB-91 G-F 0.45 1325 T 1811 -1312 //�. SUMMARY SHEET FRAME 4 F-E 0.52 1646 T 1312 -1927 ` AND BUILDING DESIGNER WEBS OCT 3 0 2001 REQUIREMENTS. 1 SP 320000 8 912 9121DREES REGENT EL: A DRREGENT I T21 7x8= 5x6= C DG 17-04-00 B DG 15-06-07 HO 5-12 6x7= HO 5-12 2 D . Ti 12 T1U 12 81 5x6"i 4U 8 I 5x6Q J 9-11-05 2 5 6 T1 1 7 4L 4x6= x6= A F? 9 * � E KO H BMG B1M S1 F B1R Q 4x6= 5x8= 3x6= 4x6= H N M N TC m 14-02-06 1 ' 13-07-05 1 12-08-07 m BC 32-00-00 d 32-00-00 d UniStar -- Version 40.0.412 MEMBR CSI P(LBS) MAST M@2ND NOTES: RUN DATE: 10- 3-01 WEBS 1. TRUSSES MANUFACTURED BY - H-I = 403 C H-B = 777 T DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB B-G = 977 T G-C = 844 C 2. ANALYSIS CONFORMS TO TOP 0.44 2X 4 SP-#1 2130 G-D = 302 T D-F = 725 T UBC (ANSI/TPI 1-1995) . BTM 0.58 2X 4 SP-41 2130 F-J = 342 C 3. EMPIRICAL ANALOG IS USED. WBS 0.73 2X 4 SP-#2 1720 4. WIND LOADS - UBC,1988 EDITN EXCEPTIONS: DL+LL DEFL = 0.36" IN G-S1 TRUSS IS DESIGNED AS A H-I 2X 4 SP-#3 980 LL DEFL = 0.07" < BRG-SPAN/360 MAIN WIND-FORCE RES SYSTEM F-J SAME AS H-I SPAN/DEFL (DL+LL) = 999 WIND SPEED - 80 MPH H-B 2X 4 SP-#1 2130 MEAN ROOF HEIGHT - 25' D-F SAME AS H-B PLATING CONFORMS TO TPI EXPOSURE CATEGORY - C REPETITIVE MEMBER STRESS USED. (GROSS AREA METHOD) OCCUPANCY CATEGORY - 1 VERIFY PLATE VALUES WITH 5. UNBALANCED LOADS CHECKED LATERAL BRACING: TEE-LOK CORPORATION (UNBLN LD FAC = 1.00, 0.00). TOP CHORD - CONTINUOUS GRIP BASED ON SYP LUMBER 6. PROVIDE DRAINAGE TO BTM CHORD - CONTINUOUS PLATES - 20 GAUGE TL-20 PREVENT WATER PONDING. ONE BRACE - G-C 7 GRIPPING 561-393 PSI PER PAIR 7. FASTEN TRUSS TO BRG A TRUSS SPACING - 24.0 IN. INCLUDES 15.0% INCREASE FOR 273 LBS OF UPLIFT, TENSION 1030- 924 PLI PER PAIR WHILE PERMITTING NO UPWARD LOAD CASE #1 SHEAR 970- 498 PLI PER PAIR MOVEMENT OF WALL OR BRG. LUMBER STRESS INCREASE: 15.0% 8. FASTEN TRUSS TO BRG E PLATE STRESS INCREASE: 15.0% JT TYPE PLATE SIZE X Y FOR 271 LBS OF UPLIFT, LOADING LIVE DEAD (PSF) A 2001 4.00 X 6.00 2.7 1.8 WHILE PERMITTING NO UPWARD TOP CHD 20.0 8.0 B 3010 5.00 X 6.00 CTR 2.2 MOVEMENT OF WALL OR BRG. BTM CHD 0.0 15.0 C 5094 7.00 X 8.00 4.0 3.5 TOTAL 20.0 23.0 43.0 D 5110 6.00 X 7.00 2.6 1.8 FABRICATOR NOTES: SUPPORT CRITERIA E 2001 4.00 X 6.00 2.7 1.8 1.BOTTOM CHORD LOADING SHOWN JT TYPE HORZ VERT WIDTH F 1030 4.00 X 6.00 CTR CTR INCLUDES 10 PSF LIVE LOAD. LBS LBS IN-SX G 1170 5.00 X 8.00 CTR 3.0 2.IF NONE OF THE REACTIONS A PIN 0 1425 3- 8 H 1050 4.00 X 6.00 CTR CTR SHOWN IN THE "LOAD CASE #1" E HORZ RLR 0 1425 3- 8 I 1102 5.00 X 6.00 CTR 3.5 SECTION OF THIS DRAWING ARE J 1102 5.00 X 6.00 CTR 3.0 NEGATIVE THE "FASTEN TRUSS LEFT RIGHT S1 1100 3.00 X 6.00 CTR 0.2 FOR UPLIFT" NOTES IN THE HEEL 1IN - 8SX 1IN - 8SX "NOTES:" SECTION OF THIS OMII%�� DRAWING ARE THE RESULT OF A-IM SI 1ST @2ND BR OC41 T1OP CHO3 C M®759 M2610 ♦ \`y�v• H8�,s','� TIGNORED REDGWHERE AO CHCHECK OF TIE-DOWN WIND DESIGN AND MAY BE TOP CHORDS �� `- ��" I-B 0.40 1896 C 2610 -2044 k �%0 SECT DOES NOT RESULT IN THE B-C 0.20 1467 C 1354 541 03=� 419� ' REQUIREMENT OF ROOF TIES• C-D 0.15 1275 C -237 -1052 i STATE OF . 73.ALL CONTINUOUS LATERAL D-J 0.32 1942 C 1468 -1855 ` BRACES MUST BE RESTRAINED J-E 0.44 1947 C 1855 -2893 N;AIDIft.0y.1' � . TO PREVENT LATERAL MOVEMENT RACE L CED A-H 0.46B0Ti574OM CTORDS 611 -1378 � 4 �\�\` OF THE MEMBERS BBUCKLE FINL THE RSAME H-G 0.57 1125 T 1378 -2956 �//JlON�t�0 DIRECTION. SEE HIB-91 G-S1 0.58 1189 T 2956 405 SUMMARY SHEET FRAME 4 S1-F 0.44 1189 T -405 -1894 AND BUILDING DESIGNER F-E 0.51 1613 T 1894 -1636 O C T 3 0 LWl REQUIREMENTS. 1 JCA2 20000 ' 10 912 0 DREES REGENT EL: A DRREGENT I T22 DG 3-00-06 HO 2-03-06 HO 7-06 4111 A\ 12 101 2-03-06 Ti 4x4= A I �� B1 a c TC 9-12 2-00-00 BC 2-00-00 2-00-00 E›. UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.03 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.03 2X 4 SP-#1 2130 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. WDG@A 2X 4 SP-41 GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN REPETITIVE MEMBER STRESS USED. INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM LATERAL BRACING: SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH TOP CHORD - CONTINUOUS MEAN ROOF HEIGHT - 25' BTM CHORD - CONTINUOUS JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C TRUSS SPACING - 24.0 IN. A 2002 4.00 X 4.00 0.8 1.5 OCCUPANCY CATEGORY - 1 B 5. UNBALANCED LOADS CHECKED LOAD CASE #1 C (UNBLN LD FAC = 1.00, 0.00) . LUMBER STRESS INCREASE: 15.0% PLATE STRESS INCREASE: 15.0% FABRICATOR NOTES: LOADING LIVE DEAD (PSF) 1.BOTTOM CHORD LOADING SHOWN TOP CHD 20.0 8.0 INCLUDES 10 PSF LIVE LOAD. BTM CHD 0.0 15.0 2.IF NONE OF THE REACTIONS TOTAL 20.0 23.0 43.0 SHOWN IN THE "LOAD CASE #1" SUPPORT CRITERIA SECTION OF THIS DRAWING ARE JT TYPE HORZ VERT WIDTH NEGATIVE THE "FASTEN TRUSS LBS LBS IN-SX FOR UPLIFT" NOTES IN THE A PIN -3 144 3- 8 "NOTES:" SECTION OF THIS B HORZ RLR 0 47 3- 8 DRAWING ARE THE RESULT OF C HORZ RLR 0 31 3- 8 WIND DESIGN AND MAY BE "'�tl!" IGNORED WHERE,A CHECK OF LEFT RIGHT �\�„ /////, THE BLDG CODE ROOF TIE-DOWN HEEL 2IN - 13SX ;.��r�„,H, j�s,''% TSECT DOES HEREQ BLEMENTOOF ROOF RESULT I IN THE E-DOWN MEMBR CSI P(LBS) MIST M@2ND ��OpT�\STE� i TOP CHORDS Dti � NO. �Q , 5 A-B 0.03 32 C 94 0 3�60910419 1 BOTTOM CHORDS = STATE OF A-C 0.03 0 T -130 0 i ,�`p��p'�� WEBS j! "�41/i,,(aninna„ DL+LL DEFL = 0.00" IN A-B '� // �+iV�1fAL�' \ ` LL DEFL < BRG-SPAN/360 /SPAN/DEFL (DL+LL) = 999 • 91,41" OCT 3 0 2001 2 DUAL 280000 8 912 0IDREES REGENT EL: A DRREGENT 1 T23 5x6= DG 17-04-00 B DG 17-00-02 HO 5-12 HO 8-14 12 T1U 1U 81 5x6- F 5x6 G 9-11-05 '>a' 2 e'o 2 1 2L T1L 1Solossstu 3x6= A - B1L E S1 D B1RA 4x6= 3x6= 4x6= C 6x7= 2x4- 2x4 N .-1 TC m 14-02-06 I 13-09-10 BC 28-00-00 28-00-00 D> UniStar -- Version 40.0.412 DL+LL DEFL = 0.22" IN B-G NOTES: RUN DATE: 10- 3-01 LL DEFL = 0.05" < BRG-SPAN/360 1. TRUSSES MANUFACTURED BY - SPAN/DEFL (DL+LL) = 999 DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB 2. ANALYSIS CONFORMS TO TOP 0.45 2X 4 SP-#1 2130 PLATING CONFORMS TO TPI UBC (ANSI/TPI 1-1995) . BTM 0.57 2X 4 SP-#1 2130 (GROSS AREA METHOD) 3. EMPIRICAL ANALOG IS USED. WBS 0.34 2X 4 SP-#3 980 VERIFY PLATE VALUES WITH 4. WIND LOADS - UBC,1988 EDITN LEG®C 0.23 2X 4 SP-#1 TEE-LOK CORPORATION TRUSS IS DESIGNED AS A EXCEPTIONS: GRIP BASED ON SYP LUMBER MAIN WIND-FORCE RES SYSTEM E-B 2X 4 SP-#1 2130 PLATES - 20 GAUGE TL-20 WIND SPEED - 80 MPH B-D SAME AS E-B GRIPPING 561-393 PSI PER PAIR MEAN ROOF HEIGHT - 25' REPETITIVE MEMBER STRESS USED. INCLUDES 15.0% INCREASE EXPOSURE CATEGORY - C TENSION 1030- 924 PLI PER PAIR OCCUPANCY CATEGORY - 1 LATERAL BRACING: SHEAR 970- 498 PLI PER PAIR 5. UNBALANCED LOADS CHECKED TOP CHORD - CONTINUOUS (UNBLN LD FAC = 1.00, 0.00) . BTM CHORD - CONTINUOUS JT TYPE PLATE SIZE X Y 6. ANCHOR TRUSS FOR A TOTAL TRUSS SPACING - 24.0 IN. A 2001 3.00 X 6.00 2.9 1.5 HORIZONTAL LOAD OF 102 LBS. B 3010 5.00 X 6.00 CTR 2.2 7. FASTEN TRUSS TO BRG A LOAD CASE #1 C *3-PLATES ON EACH SIDE* FOR 245 LBS OF UPLIFT, LUMBER STRESS INCREASE: 15.0% #1 2010 6.00 X 7.00 4.6 1.5 WHILE PERMITTING NO UPWARD PLATE STRESS INCREASE: 15.0% #2 2600 2.00 X 4.00 24.7 1.0 MOVEMENT OF WALL OR BRG. LOADING LIVE DEAD (PSF) #3 2600 2.00 X 4.00 45.4 1.0 8. FASTEN TRUSS TO BRG C TOP CHD 20.0 8.0 D 1010 4.00 X 6.00 CTR CTR FOR 225 LBS OF UPLIFT, BTM CHD 0.0 15.0 E 1010 4.00 X 6.00 CTR CTR WHILE PERMITTING NO UPWARD TOTAL 20.0 23.0 43.0 F 1102 5.00 X 6.00 CTR 3.5 MOVEMENT OF WALL OR ERG. SUPPORT CRITERIA G 1102 5.00 X 6.00 CTR 3.0 JT REACT WIDTH -JT REACT WIDTH S1 1100 3.00 X 6.00 CTR 0.2 FABRICATOR NOTES: LBS IN-SX LBS IN-SX 1.BOTTOM CHORD LOADING SHOWN A 1253 3- 8 C 1204 3- 8 INCLUDES 10 PSF LIVE LOAD. 2.IF NONE OF THE REACTIONS LEFT RIGHT SHOWN IN THE "LOAD CASE #1" HEEL lIN - 8SX 4IN - 10SX r`""`}H!U/ ,,�'4 SECTION OF THIS DRAWING ARE V" �/ .A/ NEGATIVE THE "FASTEN TRUSS MEMBR CSI P(LBS) MOIST M@2ND : Q Ib/p� i FOR UPLIFT" NOTES IN THE TOP CHORDS CO y► G`STE9et.9 4�i DRAWING"ARECTHEN OF RESULTIS OF A-F 0.45 1561 C 1770 -2927 ' 0 Ct. N°. 41 ' = F-B 0.45 1398 C 2927 -2131 ="." 60910419 a ..., WIND DESIGN AND MAY BE B-G 0.36 1351 C 2039 -2213 ` IGNORED WHERE A CHECK OF G-C 0.36 1469 C 2213 -77 vS4,414::::: � THE BLDG CODE ROOF TIE-DOWN BOTTOM CHORDS / „r#65 SECT DOES NOT RESULT IN THE A-E 0.57 E-S1 0.50 1305 T 1762 860 T 2752 2752370 ,/,'670N �(� �\�` REQUIREMENT OF ROOF TIES. S1-D 0.45 860 T -370 -2383 ill Hiil D-C 0.51 1246 T 2383 -2127 WEBS OCT 3 0 2001 F-E = 362 C E-B = 694 T B-D = 623 T D-G = 313 C 1 SP 280000 8 912 OIDREES REGENT EL: A DRREGENT I T24 5x6= DG 17-04-00 B DG 17-00-02 HO 5-12 2x411 HO 8-14 12 2x411 `� �`' �,FtlxKrtge,,,, , 81 T 1 U 1 0 .@�6�STeir,, so 1 5x8* 6 -'� I 60910419 9-11-05 J r 4 STATE OF 5x8•� 3-00-00F m M % ��i� � .; 3-00-00E /. a f4/14iiiitno r�lv is' ti T1L 1 III F B2 2L , � t-G�\\\`C\ • 3x6= 8x10= 166: /�jj�3Y A OCT 302C = B1 3x4 U 3x4 11 BH 3 A I 4x6= 4x6= C 6x7= 2x4* 2x4,� N TC m 14-02-06 I 13-09-10 BC 12-03-08 I 6-06-00 I 9-02-08 4 28-00-00 C" UniStar -- Version 40.0.412 MEMBR CSI P(LBS) M@1ST M@2ND NOTES: RUN DATE: 10- 3-01 H-C 0.41 1287 T 242 -1525 1. TRUSSES MANUFACTURED BY - WEBS DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB G-F 0.10 76 T 0 -416 2. ANALYSIS CONFORMS TO TOP 0.34 2X 4 SP-#1 2130 E-L 0.12 277 C 674 0 UBC (ANSI/TPI 1-1995) . BTM 0.42 2X 4 SP-#1 2130 D-E 0.04 65 T 0 -32 3. EMPIRICAL ANALOG IS USED. WBS 0.53 2X 4 SP-#2 1720 I-J = 499 C J-F = 215 T 4. WIND LOADS - UBC,1988 EDITN LEG@C 0.30 2X 4 SP-#1 I-F = 1543 T F-K = 272 C TRUSS IS DESIGNED AS A EXCEPTIONS: F-B = 1145 T B-E 1463 T MAIN WIND-FORCE RES SYSTEM I-J 2X 4 SP-#3 980 E-M 783 T E-H = 1534 T WIND SPEED - 80 MPH J-F E-M E-H SAME AS I-J H-M = 725 C MEAN ROOF HEIGHT - 25' H-M SAME AS I-J EXPOSURE CATEGORY - C REPETITIVE MEMBER STRESS USED. DL+LL DEFL = 0.27" IN F-E OCCUPANCY CATEGORY - 1 LL DEFL = 0.10" < BRG-SPAN/360 5. UNBALANCED LOADS CHECKED LATERAL BRACING: SPAN/DEFL (DL+LL) = 999 (UNBLN LD FAC = 1.00, 0.00) . TOP CHORD - CONTINUOUS 6. ANCHOR TRUSS FOR A TOTAL BTM CHORD - CONTINUOUS PLATING CONFORMS TO TPI HORIZONTAL LOAD OF 102 LBS. TRUSS SPACING - 24.0 IN. (GROSS AREA METHOD) 7. FASTEN TRUSS TO BRG A VERIFY PLATE VALUES WITH FOR 245 LBS OF UPLIFT, LOAD CASE #1 TEE-LOK CORPORATION WHILE PERMITTING NO UPWARD LUMBER STRESS INCREASE: 15.0% GRIP BASED ON SYP LUMBER MOVEMENT OF WALL OR BRG. PLATE STRESS INCREASE: 15.0% PLATES - 20 GAUGE TL-20 8. FASTEN TRUSS TO BRG C LOADING LIVE DEAD (PSF) GRIPPING 561-393 PSI PER PAIR FOR 225 LBS OF UPLIFT, TOP CHD 20.0 8.0 INCLUDES 15.0% INCREASE WHILE PERMITTING NO UPWARD BTM CHD 0.0 15.0 TENSION 1030- 924 PLI PER PAIR MOVEMENT OF WALL OR BRG. TOTAL 20.0 23.0 43.0 SHEAR 970- 498 PLI PER PAIR SUPPORT CRITERIA FABRICATOR NOTES: JT REACT WIDTH JT REACT WIDTH JT TYPE PLATE SIZE X Y 1.BOTTOM CHORD LOADING SHOWN LBS IN-SX LBS IN-SX A 2001 3.00 X 6.00 2.9 1.6 INCLUDES 10 PSF LIVE LOAD. A 1253 3- 8 C 1204 3- 8 B 3010 5.00 X 6.00 CTR 2.2 2.IF NONE OF THE REACTIONS C *3-PLATES ON EACH SIDE* SHOWN IN THE "LOAD CASE #1" LEFT RIGHT #1 2010 6.00 X 7.00 4.6 1.5 SECTION OF THIS DRAWING ARE HEEL 1IN - 8SX 4IN - 10SX #2 2600 2.00 X 4.00 16.7 1.0 NEGATIVE THE "FASTEN TRUSS #3 2600 2.00 X 4.00 29.3 1.0 FOR UPLIFT" NOTES IN THE MEMBR CSI P(LBS) M@1ST M@2ND D 4000 3.00 X 4.00 CTR CTR "NOTES:" SECTION OF THIS TOP CHORDS E 8051 8.00 X10.00 3.2 0.0 DRAWING ARE THE RESULT OF A-J 0.34 1648 C 2298 -1971 F 8051 8.00 X10.00 3.2 0.0 WIND DESIGN AND MAY BE J-K 0.30 1863 C 1971 -1325 G 4000 3.00 X 4.00 CTR CTR IGNORED WHERE A CHECK OF K-B 0.21 1899 C 1325 -133 H 1030 4.00 X 6.00 CTR CTR THE BLDG CODE ROOF TIE-DOWN B-L 0.27 2498 C 1257 -991 I 1050 4.00 X 6.00 CTR CTR SECT DOES NOT RESULT IN THE L-M 0.30 2473 C 991 -119 J 1150 5.00 X 8.00 CTR 3.0 REQUIREMENT OF ROOF TIES. M-C 0.29 1577 C 119 -1695 K 1001 2.00 X 4.00 CTR CTR BOTTOM CHORDS L 1001 2.00 X 4.00 CTR CTR A-I 0.42 1370 T 1496 -1079 M 1150 5.00 X 8.00 CTR 3.0 I-G 0.16 15 C 1120 0 F-E 0.34 1230 T 994 -642 D-H 0.11 7 C 0 -259 2 SP 280000 • 8 912 0iDREES REGENT EL: A DRREGENT I T25 4x6= DG 17-04-00 B DG 17-00-02 HO 5-12 �a HO 8-\```�� 11111Iiillf, K `�� L. He, ,,,,. Sx6�i 3x6-, 11r �K0mtltyy,,AS/ � 12 8 T1U T2U (� � 6. � Nsa �� `J' 4 ", 60910419 g 9-11-05 5x6% 2Z1 sxe5 STATE OF 3:-' 3-00-00F I 3 %� �ii ?'Sy 3-00-OOE M � 4irpunmm�� A 4. 5x10% F B2 H ., II Iti O A T1L 7x8= 3x10= r f � 111111116.- � OCT 3021 ' B1 /' 5 Ds A 12 3x4 II G 3 A 4x6= C 6x7= 2x4 2x4•::.' N TC a+ 14-02-06 I 13-09-10 BC 7-05-14 I 11-03-10 I 9-02-08 28-00-00 C>' UniStar -- Version 40.0.412 MEMBR CSI P(LBS) M@1ST M@2ND NOTES: RUN DATE: 10- 3-01 D-G 0.11 18 T 0 -251 1. TRUSSES MANUFACTURED BY - G-C 0.40 1285 T 251 -1500 DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB WEBS 2. ANALYSIS CONFORMS TO TOP 0.56 2X 4 SP-#1 2130 D-E 0.12 65 T 0 -643 UBC (ANSI/TPI 1-1995) . BTM 0.80 2X 4 SP-#1 2130 E-L 0.20 837 T 204 0 3. EMPIRICAL ANALOG IS USED. WBS 0.69 2X 4 SP-#3 980 I-F = 192 T F-J = 1661 T 4. WIND LOADS - UBC,1988 EDITN WDG@A 2X 4 SP-#1 J-H = 1029 C H-B = 1467 T TRUSS IS DESIGNED AS A LEG@C 0.30 2X 4 SP-#1 H-L = 987 C E-M = 776 T MAIN WIND-FORCE RES SYSTEM EXCEPTIONS: E-G = 1512 T G-M = 712 C WIND SPEED - 80 MPH H-B 2X 4 SP-#2 1720 MEAN ROOF HEIGHT - 25' D-E E-L SAME AS H-B DL+LL DEFL = 0.50" IN F-H EXPOSURE CATEGORY - C REPETITIVE MEMBER STRESS USED. LL DEFL = 0.21" < BRG-SPAN/360 OCCUPANCY CATEGORY - 1 DL+LL HORZ = 0.38" AT C 5. UNBALANCED LOADS CHECKED LATERAL BRACING: SPAN/DEFL (DL+LL) = 667 (UNBLN LD FAC = 1.00, 0.00) . TOP CHORD - CONTINUOUS 6. BUILDING DESIGNER IS BTM CHORD - CONTINUOUS PLATING CONFORMS TO TPI RESPONSIBLE FOR ADEQUATE TRUSS SPACING - 24.0 IN. (GROSS AREA METHOD) DESIGN OF TRUSS TO BRG VERIFY PLATE VALUES WITH PLATE CONNECTION WHICH LOAD CASE #1 TEE-LOK CORPORATION ALLOWS 0.38 INCHES OF LUMBER STRESS INCREASE: 15.0% GRIP BASED ON SYP LUMBER HORZ. MOVEMENT AT JOINT C PLATE STRESS INCREASE: 15.0% PLATES - 20 GAUGE TL-20 7. ANCHOR TRUSS FOR A TOTAL LOADING LIVE DEAD (PSF) GRIPPING 561-393 PSI PER PAIR HORIZONTAL LOAD OF 102 LBS. TOP CHD 20.0 8.0 INCLUDES 15.0% INCREASE 8. FASTEN TRUSS TO BRG A BTM CHD 0.0 15.0 TENSION 1030- 924 PLI PER PAIR FOR 245 LBS QF UPLIFT, TOTAL 20.0 23.0 43.0 SHEAR 970- 498 PLI PER PAIR WHILE PERMITTING NO UPWARD SUPPORT CRITERIA MOVEMENT OF WALL OR BRG. JT TYPE HORZ VERT WIDTH JT TYPE PLATE SIZE X Y 9. FASTEN TRUSS TO BRG C LBS LBS IN-SX A 2102 5.00 X10.00 2.2 2.1 FOR 225 LBS OF UPLIFT, A PIN -1 1253 3- 8 B 3001 4.00 X 6.00 CTR CTR WHILE PERMITTING NO UPWARD C HORZ RLR 0 1204 3- 8 C *3-PLATES ON EACH SIDE* MOVEMENT OF WALL OR BRG. #1 2010 6.00 X 7.00 4.6 1.5 LEFT RIGHT #2 2600 2.00 X 4.00 16.7 1.0 FABRICATOR NOTES: HEEL 1IN - 8SX 4IN - 10SX #3 2600 2.00 X 4.00 29.3 1.0 1.BOTTOM CHORD LOADING SHOWN D 4000 3.00 X 4.00 CTR CTR INCLUDES 10 PSF LIVE LOAD. MEMBR CSI P(LBS) M@1ST M@2ND E 8041 5.00 X10.00 3.2 0.0 2.IF NONE OF THE REACTIONS TOP CHORDS F 7010 7.00 X 8.00 CTR CTR SHOWN IN THE "LOAD CASE #1" A-I 0.56 3721 C 3079 1344 G 1030 4.00 X 6.00 CTR CTR SECTION OF THIS DRAWING ARE I-J 0.55 3530 C -1344 -1630 H 1070 3.00 X10.00 CTR CTR NEGATIVE THE "FASTEN TRUSS J-B 0.24 1548 C 1630 -824 I 1102 5.00 X 6.00 CTR 3.0 FOR UPLIFT" NOTES IN THE B-L 0.19 1544 C 818 -1242 J 1010 5.00 X 6.00 CTR CTR "NOTES:" SECTION OF THIS L-M 0.29 2459 C 1242 -33 L 1050 3.00 X 6.00 CTR CTR DRAWING ARE THE RESULT OF M-C 0.29 1576 C 33 -1662 M 1150 5.00 X 8.00 CTR 3.0 WIND DESIGN AND MAY BE BOTTOM CHORDS IGNORED WHERE A CHECK OF A-F 0.80 3291 T 2117 -361 THE BLDG CODE ROOF TIE-DOWN F-H 0.57 2099 T -603 -1792 SECT DOES NOT RESULT IN THE H-E 0.56 2061 T 1792 438 REQUIREMENT OF ROOF TIES. 1 SP 280000 • 8 912 OIDREES REGENT EL: A DRREGENT I T26 4x6= DG 17-04-00 B DG 17-00-02 HO 5-12 HO 8-14 5x6 i 4x6•:.` 12 H I 8 I T1 C lU r 9-11-05 5x6* 3 00-OOE G 2 3 6 5x6‹ 3-00-00D J a 1 atx 5x10% E B2 D 2L A T1 7x8= F 6x7= B1 3x10= B3 5 0 12 C 7x8-Z-- 2x“.`. 2x4:� N TC m 14-02-06 I 13-09-10 BC 7-05-14 I 13-00-04 I 7-05-14 d 28-00-00 i3 UniStar -- Version 40.0.412 MEMBR CSI P(LBS) M@1ST M@2ND NOTES: RUN DATE: 10- 3-01 WEBS 1. TRUSSES MANUFACTURED BY - G-E = 192 T E-H = 1655 T DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB H-F = 1030 C F-B = 1472 T 2. ANALYSIS CONFORMS TO TOP 0.56 2X 4 SP-#1 2130 F-I = 986 C I-D = 1352 T UBC (ANSI/TPI 1-1995) . BTM 0.80 2X 4 SP-#1 2130 D-J = 165 T 3. EMPIRICAL ANALOG IS USED. WBS 0.69 2X 4 SP-#3 980 4. WIND LOADS - UBC,1988 EDITN WDG@A 2X 4 SP-#1 DL+LL DEFL = 0.56" IN E-F TRUSS IS DESIGNED AS A LEG@C 0.21 2X 6 SP-#1 LL DEFL = 0.23" < BRG-SPAN/360 MAIN WIND-FORCE RES SYSTEM EXCEPTIONS: DL+LL HORZ = 0.50" AT C WIND SPEED - 80 MPH F-B 2X 4 SP-#2 1720 SPAN/DEFL (DL+LL) = 600 MEAN ROOF HEIGHT - 25' REPETITIVE MEMBER STRESS USED. EXPOSURE CATEGORY - C PLATING CONFORMS TO TPI OCCUPANCY CATEGORY - 1 LATERAL BRACING: (GROSS AREA METHOD) 5. UNBALANCED LOADS CHECKED TOP CHORD - CONTINUOUS VERIFY PLATE VALUES WITH (UNBLN LD FAC - 1.00, 0.00) . BTM CHORD - CONTINUOUS TEE-LOK CORPORATION 6. BUILDING DESIGNER IS TRUSS SPACING - 24.0 IN. GRIP BASED ON SYP LUMBER RESPONSIBLE FOR ADEQUATE PLATES - 20 GAUGE TL-20 DESIGN OF TRUSS TO BRG LOAD CASE #1 GRIPPING 561-393 PSI PER PAIR PLATE CONNECTION WHICH LUMBER STRESS INCREASE: 15.0% INCLUDES 15.0% INCREASE ALLOWS 0.50 INCHES OF PLATE STRESS INCREASE: 15.0% TENSION 1030- 924 PLI PER PAIR HORZ. MOVEMENT AT JOINT C LOADING LIVE DEAD (PSF) SHEAR 970- 498 PLI PER PAIR 7. ANCHOR TRUSS FOR A TOTAL TOP CHD 20.0 8.0 HORIZONTAL LOAD OP 102 LBS. BTM CHD 0.0 15.0 JT TYPE PLATE SIZE X Y 8. FASTEN TRUSS TO BRG A TOTAL 20.0 23.0 43.0 A 2102 5.00 X10.00 2.2 2.1 FOR 245 LBS OF UPLIFT, SUPPORT CRITERIA B 3001 4.00 X 6.00 CTR CTR WHILE PERMITTING NO UPWARD JT TYPE HORZ VERT WIDTH C *3-PLATES ON EACH SIDE* MOVEMENT OF WALL OR BAG. LBS LBS IN-SX #1 2109 7.00 X 8.00 16.4 2.0 9. FASTEN TRUSS TO BRG C A PIN -1 1253 3- 8 #2 2600 2.00 X 4.00 36.9 1.0 FOR 225 LBS OF UPLIFT, C HORZ RLR 0 1203 3- 8 #3 2600 2.00 X 4.00 60.6 1.0 WHILE PERMITTING NO UPWARD D 7010 6.00 X 7.00 CTR CTR MOVEMENT OF WALL OR BRG. LEFT RIGHT E 7010 7.00 X 8.00 CTR CTR HEEL 1IN - 8SX 4IN - 10SX F 1070 3.00 X10.00 CTR CTR FABRICATOR NOTES: G 1102 5.00 X 6.00 CTR 3.0 1.BOTTOM CHORD LOADING SHOWN MEMBR CSI P(LBS) M@1ST M@2ND H 1010 5.00 X 6.00 CTR CTR INCLUDES 10 PSF LIVE LOAD. TOP CHORDS I 1010 4.00 X 6.00 CTR CTR 2.IF NONE OF THE REACTIONS A-G 0.56 3719 C 3068 1338 J 1102 5.00 `` `�`fl�!'�GTR 3.0 SHOWN IN THE "LOAD CASE #1" G-H 0.55 3529 C -1338 -1636 � ` �1� 1,,, SECTION OF THIS DRAWING ARE H-B 0.24 1551 C 1636 -810 `\\\\4N fir• tl% // NEGATIVE THE "FASTEN TRUSS OR THE s-I 0.21 1549 C-J 0.41 3182 C 1406 11 1411483 y0�`S`�G\STFgr y�3'� "NOTES:"F SECTION SOFNTHIS IJ-C 0.29 3204 C -483 -1068 O V NO. F a SO S DRAWING ARE THE RESULT OF BOTTOM CHORDS ' �60910419�3 n WIND DESIGN AND MAY BE A-E 0.80 3290 T 2120 -322 r Si IGNORED WHERE A CHECK OF STATE OF THE BLDG CODE ROOF TIE-DOWN E-F 0.60 2103 T -632 -2002 „- A� �'� F-D 0.59 2069 T 2002 77 '/4= aro�a��u SECT DOES NOT RESULT IN THE D-C 0.64 2793 T 301 -1520 �j�' REQUIREMENT OF ROOF TIES. io.'"IONALV*-- .. OCT 3 0 2001 2 SP 280000 • 8 912 OIDREES REGENT EL: A DRREGENT I T27 5x8= 5x8= B 3x611 C DG 9-06-06 J DG 9-02-10 HO 5-12 12 o T7 HO 8-14 -T B x4= / 2x4= 4 5 7 K 2-OS-03F T1 a71 `5-07-06 3 3x10 11 2-05-03E 5x6% © F B2 E i__ A pI 7x8= H 5x8= 000 B1 5x8= B3 d.. _I 5 12 D 5 x 8 2x40 2x4:' N TC a+ 7-08-07 I 12-11-13 I 7-03-12 BC 6-01-08 I 15-09-00 I 6-01-08 4 28-00-00 UniStar -- Version 40.0.412 MEMBR CSI P(LBS) MIST M@2ND NOTES: RUN DATE: 10- 3-01 A-I 0.39 4018 C 1224 1810 1. TRUSSES MANUFACTURED BY - I-B 0.42 4083 C -1810 -1919 DAVIDSON INDUSTRIES B-J 0.23 3368 C -434 -2408 2. ANALYSIS CONFORMS TO * 2-PLY TRUSS * J-C 0.24 3368 C 2408 -124 UBC (ANSI/TPI 1-1995) . C-K 0.38 3582 C 1484 1720 3. EMPIRICAL ANALOG IS USED. K-D 0.32 3374 C -1720 -242 4. BUILDING DESIGNER IS CSI SIZE LUMBER 1.15FB BOTTOM CHORDS RESPONSIBLE FOR ADEQUATE TOP 0.42 2X 4 SP-#1 2130 A-F 0.45 3559 T 435 109 DESIGN OF TRUSS TO BRG BTM 0.45 2X 6 SP-#1 1900 F-H 0.43 2488 T -643 -2189 PLATE CONNECTION WHICH WBS 0.61 2X 4 SP-#3 980 H-E 0.42 2444 T 2189 347 ALLOWS 0.48 INCHES OF WDG@A 2X 4 SP-#1 E-D 0.44 2900 T -528 -1677 HORZ. MOVEMENT AT JOINT D LEG®D 0.30 2X 4 SP-#1 WEBS 5. PREVENT TRUSS ROTATION AT EXCEPTIONS: I-F 156 T F-B = 1758 T ALL BEARING LOCATIONS. B-J 2X 6 SP-#1 1900 B-H = 947 T H-J = 426 C 6. PROVIDE DRAINAGE TO J-C SAME AS B-J H-C = 995 T C-E = 1316 T PREVENT WATER PONDING. B-H 2X 4 SP-#2 1720 E-K = 334 T 7. ETE TRUSSES REQUIRED. H-C SAME AS B-H -A FASTEN TRUSSES TOGETHER W/ LUMBER STRESS INCREASE: 15.0% DL+LL DEFL - 0.52" IN F-H 10d NAILS AS EACH LAYER IS REPETITIVE MEMBER STRESS USED. LL DEFL = 0.23" < BRG-SPAN/360 APPLIED,STAGGERED AS FOLLOWS DL+LL HORZ = 0.48" AT D MEMBER ROWS SPACING(IN) LATERAL BRACING: SPAN/DEFL (DL+LL) = 640 TOP CHD 2 12.0 TOP CHORD - CONTINUOUS BTM CHD 2 12.0 BTM CHORD - CONTINUOUS PLATES ARE FOR EACH PLY WEBS 1 12.0 TRUSS SPACING - 12.0 IN. PLUS CLUSTERS OF NAILS IF PLATING CONFORMS TO TPI SHOWN. LOADING LIVE DEAD (PSF) (GROSS AREA METHOD) TOP CHD 40.0 16.0 VERIFY PLATE VALUES WITH FABRICATOR NOTES: BTM CHD 0.0 60.0 TEE-LOK CORPORATION 1.BOTTOM CHORD LOADING SHOWN TOTAL 40.0 76.0 116.0 GRIP BASED ON SYP LUMBER INCLUDES 10 PS{' LIVE LOAD. EXCEPTIONS: PLATES - 20 GAUGE TL-20 2.IF NONE OF THE REACTIONS B-C 80.0 32.0 GRIPPING 561-393 PSI PER PAIR SHOWN IN THE "LOAD CASE #1" E-F 0.0 60.0 INCLUDES 15.0% INCREASE SECTION OF THIS DRAWING ARE TENSION 1030- 924 PLI PER PAIR NEGATIVE THE "FASTEN TRUSS CONCENTRATED LOADS (LBS) SHEAR 970- 498 PLI PER PAIR FOR UPLIFT" NOTES IN THE B 256 (LIVE) "NOTES:" SECTION OF THIS B 102 (DEAD) JT TYPE PLATE SIZE X Y DRAWING ARE THE RESULT OF C 256 (LIVE) A *2-PLATES ON EACH SIDE* WIND DESIGN AND MAY BE C 102 (DEAD) #1 2101 5.00 X 6.00 12.3 4.3 IGNORED WHERE A CHECK OF #2 2500 3.00 X10.00 4.9 6.1 THE BLDG CODE ROOF TIE-DOWN SUPPORT CRITERIA B 5110 5.00 X 8.00 CTR CTR SECT DOES NOT RESULT IN THE JT TYPE HORZ VERT WIDTH C 5110 5.00 X 8.00 CTR CTR REQUIREMENT OF ROOF TIES. LBS LBS IN-SX D *3-PLATES ON EACH SIDE* ``�� I Ilifliflit�/ A PIN -1 2378 3- 8 #1 2109 5.00 X 8.00 16.4 2.3 \ N``t" He/y D HORZ RLR 0 2351 3- 8 #2 2600 2.00 X 4.00 23.0 1.0 \ / #3 2600 2.00 X 4.00 43.3 1.0 Q aq\1Mu�MNry0 LEFT RIGHT E 7010 5.00 X 8.00 CTR CTR Z. y $Li 4 _ &j\STF9�.b HEEL 1IN - BSX 4IN - 1OSX F 7010 7.00 X 8.00 CTR CTR •7 `�,IL 6�1�19v�2 H 1070 5.00 X 8.00 CTR CTR s MEMBER FORCES - EACH PLY I 1001 2.00 X 4.00 CTR CTR STATE OF S � /,�,,,� MEMBR CSI P(LBS) MIST M@2ND J 1001 3.00 X 6.00 CTR CTR i i� i 4 TOP CHORDS K 1001 2.00 X 4.00 CTR CTR % ��aIA4 \� ("gligr4 % OCT 3 0 2001 2 1 SP 280000 ' 8 912 0 DREES REGENT EL: A DRREGENT 1 T28 Sx10:i 5x8. DG 12-06-07 B C DG 12-02-10 HO 5-12 T4 HO 8-19 12 81 2x4= 2x4= 3 q 3 6 K 7-03-06 3 T1 3-00-00F 1 3-00-00E g2 F I H E 5x10i 7x8= 2x911 4x9= 6x7= A B1 B3 _____15 D 7x8� 2x4 2x4* N r1 TC m 10-02-07 I 7-11-13 I 9-09-12 BC 7-05-14 I 13-00-04 I 7-05-14 4 28-00-00 G UniStar -- Version 40.0.412 MEMBR CSI P(LBS) M@1ST M@2ND NOTES: RUN DATE: 10- 3-01 H-C = 306 T C-E = 1267 T 1. TRUSSES MANUFACTURED BY - F-K = 292 T DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB 2. ANALYSIS CONFORMS TO TOP 0.55 2X 4 SP-#1 2130 DL+LL DEFL = 0.61" IN B-C UBC (ANSI/TPI 1-1995) . BTM 0.81 2X 4 SP-#1 2130 LL DEFL = 0.23" < BRG-SPAN/360 3. EMPIRICAL ANALOG IS USED. WBS 0.55 2X 4 SP-#3 980 DL+LL HORZ = 0.50" AT D 4. WIND LOADS - UBC,1988 EDITN WDG@A 2X 4 SP-#1 SPAN/DEFL (DL+LL) = 546 TRUSS IS DESIGNED AS A LEG@D 0.20 2X 6 SP-#1 MAIN WIND-FORCE RES SYSTEM EXCEPTIONS: PLATING CONFORMS TO TPI WIND SPEED - 80 MPH B-H 2X 4 SP-#2 1720 (GROSS AREA METHOD) MEAN ROOF HEIGHT - 25' REPETITIVE MEMBER STRESS USED. VERIFY PLATE VALUES WITH EXPOSURE CATEGORY - C TEE-LOK CORPORATION OCCUPANCY CATEGORY - 1 LATERAL BRACING: GRIP BASED ON SYP LUMBER 5. UNBALANCED LOADS CHECKED TOP CHORD - CONTINUOUS PLATES - 20 GAUGE TL-20 (UNBLN LD FAC = 1.00, 0.00) . BTM CHORD - CONTINUOUS GRIPPING 561-393 PSI PER PAIR 6. BUILDING DESIGNER IS ONE BRACE - B-H INCLUDES 15.0% INCREASE RESPONSIBLE FOR ADEQUATE TRUSS SPACING - 24.0 IN. TENSION 1030- 924 PLI PER PAIR DESIGN OF TRUSS TO BRG SHEAR 970- 498 PLI PER PAIR PLATE CONNECTION WHICH LOAD CASE #1 ALLOWS 0.50 INCHES OF LUMBER STRESS INCREASE: 15.0% JT TYPE PLATE SIZE X Y HORZ. MOVEMENT AT JOINT D PLATE STRESS INCREASE: 15.0% A 2102 5.00 X10.00 2.2 2.1 7. PROVIDE DRAINAGE TO LOADING LIVE DEAD (PSF) B 5094 5.00 X10.00 1.5 1.8 PREVENT WATER PONDING. TOP CHD 20.0 8.0 C 5094 5.00 X 8.00 1.5 1.8 8. FASTEN TRUSS TO BRG A BTM CHD 0.0 15.0 D *3-PLATES ON EACH SIDE* FOR 233 LBS OF UPLIFT, TOTAL 20.0 23.0 43.0 #1 2109 7.00 X 8.00 16.4 2.0 WHILE PERMITTING NO UPWARD SUPPORT CRITERIA #2 2600 2.00 X 4.00 37.3 1.0 MOVEMENT OF WALL OR BRG. JT TYPE HORZ VERT WIDTH #3 2600 2.00 X 4.00 61.3 1.0 9. FASTEN TRUSS TO BRG D LBS LBS IN-SX E 7010 6.00 X 7.00 CTR CTR FOR 213 LBS OF UPLIFT, A PIN -1 1253 3- 8 F 7010 7.00 X 8.00 CTR CTR WHILE PERMITTING NO UPWARD D HORZ RLR 0 1204 3- 8 H 1030 4.00 X 4.00 CTR CTR MOVEMENT OF WALL OR BRG. I 1001 2.00 X 4.00 CTR CTR LEFT RIGHT J 1001 2.00 X 4.00 CTR CTR FABRICATOR NOTES: HEEL 1IN - 8SX 4IN - 10SX K 1001 2.00 X 4.00 CTR CTR 1.BOTTOM CHORD LOADING SHOWN INCLUDES 10 PSF LIVE LOAD. MEMBR CSI P(LBS) MOIST M@2ND 2.IF NONE OF THE REACTIONS TOP CHORDS t�`""`}„"f'0//// SSHOWN INN OTHE F "LOAD IS CASE WING ARE A-J 0.51 3688 C 2798 1246 \\N�" Ho //�� J-B 0.55 3553 C -1246 -3182 �� ♦' 8�4i •/ �, NEGATIVE THE "FASTEN TRUSS B-C 0.48 2061 C 3182 -3074 ` 0�``��A��STE9�ys�j FOR UPLIFT" NOTES IN THE C-K 0.52 3211 C 3074 867 C� S ° N S "NOTES:" SECTION OF THIS K-D 0.29 3195 C -867 -1058 = N c60910. - 7 DRAWING ARE THE RESULT OF BOTTOM CHORDS i ag WIND DESIGN AND MAY BE STATE OF a IGNORED WHERE A CHECK OF A-FI 0.81 2102 T 2256 4270 yp /�,,��Q► 3 F-I 0.56 2102 T -1250 -1750 y'ji� r`$ THE BLDG CODE ROOF TIE-DOWN I-H 0.56 2102 T 1750 -1605 �j� ��7,nnnmpl��ad'''. �\ SECT DOES NOT RESULT IN THE E-DE 0.66 2061 T 1605 -17147 ''//////�� + Al-'"\\\� REQUIREMENT OF ROOF TIES. till WEBS �yy}� J-F = 179 T F-B = 1566 T OCT 3 Q LW/ I-B = 256 T B-H = 217 C 1 SP 280000 • 8 912 0IDREES REGENT EL: A DRREGENT 1 T29 4x6= 4x6= DG 15-06-07 B C DG 15-02-10 HO 5-12 HO 8-14 ;2-,10.016R9 9x; 111111111 12 K 4x6• L 8 T1U 8- -0 Sx6:ogeal 0_ 3 3-0000-O0F J 2x9= 3-00-00E M 5x10i -----,7_ I B2 H E A T1L 7x8= 4x4= 3x10= 7x8= B1 B3 5 A 12 A D 7x8 2x4' 2x4'1 N TC m 12-08-07 12-11-13 1 12-03-12 BC 7-05-14 I 13-00-04 I 7-05-14 4 28-00-00 C' UniStar -- Version 40.0.412 MEMBR CSI P(LBS) M4,1ST MO2ND NOTES: RUN DATE: 10- 3-01 J-F = 179 T F-K = 1479 T 1. TRUSSES MANUFACTURED BY - K-I = 1141 C I-B = 799 T DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB B-H = 159 C H-C = 751 T 2. ANALYSIS CONFORMS TO TOP 0.53 2X 4 SP-#1 2130 H-L = 1087 C L-E = 1226 T UBC (ANSI/TPI 1-1995) . BTM 0.77 2X 4 SP-#1 2130 E-M = 237 T 3. EMPIRICAL ANALOG IS USED. WBS 0.59 2X 4 SP-#3 980 4. WIND LOADS - UBC,1988 EDITN WDG@A 2X 4 SP-#1 DL+LL DEFL = 0.49" IN F-I TRUSS IS DESIGNED AS A LEGBD 0.18 2X 6 SP-#1 LL DEFL = 0.22" < BRG-SPAN/360 MAIN WIND-FORCE RES SYSTEM REPETITIVE MEMBER STRESS USED. DL+LL HORZ = 0.48" AT D WIND SPEED - 80 MPH SPAN/DEFL (DL+LL) = 692 MEAN ROOF HEIGHT - 25' LATERAL BRACING: EXPOSURE CATEGORY - C TOP CHORD - CONTINUOUS PLATING CONFORMS TO TPI OCCUPANCY CATEGORY - 1 BTM CHORD - CONTINUOUS (GROSS AREA METHOD) 5. UNBALANCED LOADS CHECKED TRUSS SPACING - 24.0 IN. VERIFY PLATE VALUES WITH (UNBLN LD FAC a 1.00, 0.00) . TEE-LOK CORPORATION 6. BUILDING DESIGNER IS LOAD CASE #1 GRIP BASED ON SYP LUMBER RESPONSIBLE FOR ADEQUATE LUMBER STRESS INCREASE: 15.0% PLATES - 20 GAUGE TL-20 DESIGN OF TRUSS TO BRG PLATE STRESS INCREASE: 15.0% GRIPPING 561-393 PSI PER PAIR PLATE CONNECTION WHICH LOADING LIVE DEAD (PSF) INCLUDES 15.0% INCREASE ALLOWS 0.48 INCHES OF TOP CHD 20.0 8.0 TENSION 1030- 924 PLI PER PAIR HORZ. MOVEMENT AT JOINT D BTM CHD 0.0 15.0 SHEAR 970- 498 PLI PER PAIR 7. PROVIDE DRAINAGE TO TOTAL 20.0 23.0 43.0 PREVENT WATER PONDING. SUPPORT CRITERIA JT TYPE PLATE SIZE X Y 8. FASTEN TRUSS TO BRG A JT TYPE HORZ VERT WIDTH A 2102 5.00 X10.00 2.2 2.1 FOR 241 LBS OF UPLIFT, LBS LBS IN-SX B 5093 4.00 X 6.00 3.0 1.3 WHILE PERMITTING NO UPWARD A PIN -2 1254 3- 8 C 5093 4.00 X 6.00 3.0 2.0 MOVEMENT OF WALL OR BRG. D HORZ RLR 0 1203 3- 8 D *3-PLATES ON EACH SIDE* 9. FASTEN TRUSS TO BRG D #1 2109 7.00 X 8.00 16.4 2.0 FOR 222 LBS OF UPLIFT, LEFT RIGHT #2 2600 2.00 X 4.00 34.0 1.0 WHILE PERMITTING NO UPWARD HEEL 1IN - 8SX 4IN - 10SX #3 2600 2.00 X 4.00 54.7 1.0 MOVEMENT OF WALL OR BRG. E 7093 7.00 X 8.00 4.0 3.5 MEMBR CSI P(LBS) MIST M4%2ND F 7093 7.00 X 8.00 4.0 3.5 FABRICATOR NOTES: TOP CHORDS H 1070 3.00 X10.00 CTR CTR 1.BOTTOM CHORD LOADING SHOWN A-J 0.53 3684 C 2911 1596 I 1030 4.00 X 4.00 CTR CTR INCLUDES 10 PSF LIVE LOAD. J-K 0.50 3557 C -1596 -1329 J 1102 5.00 X 6.00 CTR 3.0 2.IF NONE OF THE REACTIONS K-B 0.21 1797 C 1329 -573 K 1010 4.00 X 6.00 CTR CTR SHOWN IN THE "LOAD CASE #1" B-C 0.15 1501 C 573 -817 L 1010 4.00 X 6.00 CTR CTR SECTION OF THIS DRAWING ARE C-L 0.18 1780 C 817 -1044 M 1001 2.00 X 4.0 CTR CTR NEGATIVE THE "FASTEN TRUSS L-M 0.37 3214 C 1044 706 \ tU fhll//l,,i FOR UPLIFT" NOTES IN THE M-D 0.29 3140 C -706 -1003 \\N�" e„ %%i "NOTES:" SECTION OF THIS BOTTOM CHORDS \� ♦- `�OM,� % �I DRAWING ARE THE RESULT OF A-F 0.77 3246 T 1987 8 �9p \ST�n��iy6 /� .... WIND DESIGN AND MAY BE F-I 0.53 2447 T -395 -812 Co i�U N 7t A. 0 = IGNORED WHERE A CHECK OF I-H 0.35 1510 T 812 -553 E 0 ?�' • THE BLDG CODE ROOF TIE-DOWN H-E 0.46 2394 T 553 -228 "�� k 60910419 I SECT DOES NOT RESULT IN THE E-D 0.62 2715 T 33 -1495 STATE OF T.- WEBSlREQUIREMENT OF ROOF TIES. 1;71. i'YL/1A1v� + j�n_ 'wp�rsm000 op.,;:z________ 'I ( `, OCT 3 0 200) I 8 HFS2 60000 • 10 912 OIDREES REGENT EL: A DRREGENT I T30 DG 8-02-10 HO 3-02-13 HO 7-06 B 0 4k 12 lop 5-07-06 Ti -04-owr /1 4 2x4 2 - 2x4i- C 4x6 A B1 41A 125 A TC 912 6-00-00 BC 6-00-00 4 6-00-00 UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.38 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.21 2X 4 SP-#1 2130 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. LEGOA 0.10 2X 4 SP-#1 GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN REPETITIVE MEMBER STRESS USED. INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM LATERAL BRACING: SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH TOP CHORD - CONTINUOUS MEAN ROOF HEIGHT - 25' BTM CHORD - CONTINUOUS JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C TRUSS SPACING - 24.0 IN. A *3-PLATES ON EACH SIDE* OCCUPANCY CATEGORY - 1 #1 2109 4.00 X 6.00 9.6 1.6 5. UNBALANCED LOADS CHECKED LOAD CASE #1 #2 2600 2.00 X 4.00 23.0 1.0 (UNBLN LD FAC = 1.00, 0.00) . LUMBER STRESS INCREASE: 15.0% #3 2600 2.00 X 4.00 42.4 1.0 6. ANCHOR TRUSS FOR A TOTAL PLATE STRESS INCREASE: 15.0% B HORIZONTAL LOAD OF 180 LBS. LOADING LIVE DEAD (PSF) C 7. FASTEN TRUSS TO BRG B TOP CHD 20.0 8.0 FOR 124 LBS OF UPLIFT, BTM CHD 0.0 15.0 WHILE PERMITTING NO UPWARD TOTAL 20.0 23.0 43.0 MOVEMENT OF WALL OR BRG. SUPPORT CRITERIA JT TYPE HORZ VERT WIDTH FABRICATOR NOTES: LBS LBS IN-SX 1.BOTTOM CHORD LOADING SHOWN A PIN -1 314 3- 8 INCLUDES 10 PSF LIVE LOAD. B HORZ RLR 0 162 3- 8 2.IF NONE OF THE,REACTIONS C HORZ RLR 0 89 3- 8 SHOWN IN THE "LOAD CASE #1" SECTION OF THIS DRAWING ARE LEFT RIGHT NEGATIVE THE "FASTEN TRUSS HEEL 2IN - 13SX \`1`111j11j1��/, FOR UPLIFT" NOTES IN THE \\\�� / "NOTES:" SECTION OF THIS MEMBR CSI P(LBS) MIST MQ2ND \� v1�• H$I/) DRAWING ARE THE RESULT OF TOP CHORDS Q ��n°1 ��np, tS� I.:, TOP WIND DESIGN AND MAY BE A-B 0.38 89 C 2045 0 `yQ� ac(?�STF9��y � i IGNORED WHERE A CHECK OP BOTTOM CHORDS I o Q' NO. at.? + THE BLDG CODE ROOF TIE-DOWN A-C 0.21 8 C 1229 0 ._ .':� 60910419 a „= SECT DOES NOT RESULT IN THE WEBS i 1 STATE OF REQUIREMENT OF ROOF TIES. DL+LL DEFL = 0.16" AT A ;;;„Azipakofi.,:z"4/rnmuaa�LL DEFL = 0.03" < BRG-SPAN/360 (+r ? SPAN/DEFL (DL+LL) = 458 7///,,�/ONA\- ``\`_� , OCT 3 0 2001 I. 1 SP 60000 10 0 912IDREES REGENT EL: A DRREGENT I T31 DG 6-00-06 B HO 3-03-11 HO 7-06 12 2x4= E 10 4-02-09 TI 2-03-11C C 2x4"i 3x4% 2x4!i 4x6% B1 A _1 5 12 TC 9-12 4-03-13 1 1-08-03 BC 2-07-15 I 3-04-01 .4 6-00-00 UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.06 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.13 2X 4 SP-#1 2130 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. LEG@A 0.04 2X 4 SP-#1 GRIPPING 561-393 PSI PER PAIR 4. ANCHOR TRUSS FOR A TOTAL LUMBER STRESS INCREASE: 15.0% INCLUDES 15.0% INCREASE HORIZONTAL LOAD OF 132 LBS. REPETITIVE MEMBER STRESS USED. TENSION 1030- 924 PLI PER PAIR SHEAR 970- 498 PLI PER PAIR FABRICATOR NOTES: LATERAL BRACING: 1.BOTTOM CHORD LOADING SHOWN TOP CHORD - CONTINUOUS JT TYPE PLATE SIZE X Y INCLUDES 10 PSF LIVE LOAD. BTM CHORD - CONTINUOUS A *3-PLATES ON EACH SIDE* 2.IF NONE OF THE REACTIONS TRUSS SPACING - 24.0 IN. #1 2109 4.00 X 6.00 9.6 1.6 SHOWN IN THE "LOAD CASE #1" #2 2600 2.00 X 4.00 16.4 1.0 SECTION OF THIS DRAWING ARE LOADING LIVE DEAD (PSF) #3 2600 2.00 X 4.00 29.2 1.0 NEGATIVE THE "FASTEN TRUSS TOP CHD 20.0 8.0 B FOR UPLIFT" NOTES IN THE BTM CHD 0.0 15.0 C 4594 3.00 X 4.00 2.0 1.5 "NOTES:" SECTION OF THIS TOTAL 20.0 23.0 43.0 E 1001 2.00 X 4.00 CTR CTR DRAWING ARE THE RESULT OF WIND DESIGN AND MAY BE SUPPORT CRITERIA IGNORED WHERE A CHECK OF JT TYPE HORZ VERT WIDTH THE BLDG CODE ROOF TIE-DOWN LBS LBS IN-SX SECT DOES NOT RESULT IN THE A PIN -4 317 3- 8 REQUIREMENT OF ROOF TIES. B HORZ RLR 0 52 3- 8 C HORZ RLR 0 205 3- 8 . LEFT RIGHT HEEL 2IN - 13SX MEMBR CSI P(LBS) M@1ST M@2ND 011111r�" N/��,/ TOP CHORDS `�� r '. H% A-E 0.06 254 C 0 -472 "N. rlppnppp� S1�. E-B 0.04 4 T -123 0 ` y?!r��c NSTE9 BOTTOM CHORDS O �.- NO. � t 0 r A-C 0.13 247 T 594 -499 ^" �60910419 0 E-C 0.08 229 C 595 499 ' WEBS STATE O .144 .c.4*4Y, etl. : DL+LL LL DEFL = 0.00" BRG-SPAN/360 ///, unj Op111t ° � 1%. NA1- 0 SPAN/DEFL (DL+LL) = 999 4,94%1 ` OCT 3 0 2co! 1 SP 60000 • 10 0 912IDREES REGENT EL: A DRREGENT I T32 DG 3-11-08 HO 4-01-11 HO 7-06 et 2x9= 12 E 101 2-10-09a 1-05-11D T1767 , 11 1-05-11C D 3x1011 001111111111111111P- 3x6% C 3x4 A B1 12 410 TC 9-12 2-08-10 I 3-03-06 BC 1-07-15 I 2-02-00 I 2-02-01 4 6-00-00 [9 UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.21 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.18 2X 4 SP-#1 2130 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. WDG@A 2X 4 SP-#1 GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN EXCEPTIONS: INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A. A-D 2X 6 SP-#1 1900 TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM REPETITIVE MEMBER STRESS USED. SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH MEAN ROOF HEIGHT - 25' LATERAL BRACING: JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C TOP CHORD - CONTINUOUS A `2-PLATES ON EACH SIDE* OCCUPANCY CATEGORY - 1 BTM CHORD - CONTINUOUS #1 2101 3.00 X 4.00 3.7 2.0 5. UNBALANCED LOADS CHECKED TRUSS SPACING - 24.0 IN. #2 2500 3.00 X10.00 4.8 3.1 (UNBLN LD FAC - 1.00, 0.00) . B LOAD CASE #1 C FABRICATOR NOTES: LUMBER STRESS INCREASE: 15.0% D 1001 3.00 X 6.00 CTR CTR 1.BOTTOM CHORD LOADING SHOWN PLATE STRESS INCREASE: 15.0% E 1001 2.00 X 4.00 CTR CTR INCLUDES 10 PSF LIVE LOAD. LOADING LIVE DEAD (PSF) 2.IF NONE OF THE REACTIONS TOP CHD 20.0 8.0 SHOWN IN THE "LOAD CASE #1" BTM CHD 0.0 15.0 SECTION OF THIS DRAWING ARE TOTAL 20.0 23.0 43.0 NEGATIVE THE "FASTEN TRUSS SUPPORT CRITERIA FOR UPLIFT" NOTES IN THE JT TYPE HORZ VERT WIDTH "NOTES:" SECTI'ON OF THIS LBS LBS IN-SX DRAWING ARE THE RESULT OF A PIN -4 220 3- 8 WIND DESIGN AND MAY BE B HORZ RLR 0 147 3- 8 IGNORED WHERE A CHECK OF C HORZ RLR 0 85 3- 8 THE BLDG CODE ROOF TIE-DOWN SECT DOES NOT RESULT IN THE LEFT RIGHT REQUIREMENT OF ROOF TIES. HEEL 2IN - 13SX OMRIrllll/j/�/y MEMBR CSI TOP(CHORDSQIST M®2ND �� ` IL-_om 4,zs � A-E 0.05 89 C -378 145 yI:b�T,IINSTE'7�, E-B 0.21 76 T -1491 0 ii Q 3' O BOTTOM CHORDS ^-7 �g0910419 = A-D 0.05 86 T -129 471 �_ S. E-D 0.18 77 C 1345 879 ,STATE OF`s �� D-C 0.18 0 T -1351 0 j' l "�P`dP WEBS ,/// `SYONAL. DL+LL DEFL = 0.03" AT D /14ll( 1111112 LL DEFL - 0.01" < BRG-SPAN/360 % SPAN/DEFL (DL+LL) = 999 ^C T 3 0 1 1 SP 60000 10 0 912 'DREES REGENT EL: A DRREGENT I T33 DG 1-10-15 HO 4-11-10 T HO 6-01 12 2x9= 10 E 10-14 A T1 ` :7EE ii 0 3)(4 B1 H2 Q 3x6 5 C TC 9-12 1-01-07 1 4-10-09 BC 7-15 I 5-04-01 a 6-00-00 UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH CSI SIZE LUMBER 1.15FB MEAN ROOF HEIGHT - 25' TOP 0.02 2X 4 SP-#1 2130 JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C BTM 0.26 2X 4 SP-#1 2130 A 2101 3,00 X 4-.o0 3,7 7..0 OCCUPANCY CATEGORY - 1 EXCEPTIONS: B 5. UNBALANCED LOADS CHECKED A-D 2X 6 SP-#1 1900 C (UNBLN LD FAC = 1.00, 0.00) . REPETITIVE MEMBER STRESS USED. D 1001 3.00 X 6.00 CTR CTR E 1001 2.00 X 4.00 CTR CTR FABRICATOR NOTES: LATERAL BRACING: 1.BOTTOM CHORD LOADING SHOWN TOP CHORD - CONTINUOUS INCLUDES 10 PSF LIVE LOAD. BTM CHORD - CONTINUOUS 2.IF NONE OF THE REACTIONS TRUSS SPACING - 24.0 IN. SHOWN IN THE "LOAD CASE #1" SECTION OF THIS DRAWING ARE LOAD CASE #1 NEGATIVE THE "FASTEN TRUSS LUMBER STRESS INCREASE: 15.0% FOR UPLIFT" NOTES IN THE PLATE STRESS INCREASE: 15.0% "NOTES:" SECTION OF THIS LOADING LIVE DEAD (PSF) DRAWING ARE THE RESULT OF TOP CHD 20.0 8.0 WIND DESIGN AND MAY BE BTM CHD 0.0 15.0 IGNORED WHERE A CHECK OF TOTAL 20.0 23.0 43.0 THE BLDG CODE ROOF TIE-DOWN SUPPORT CRITERIA SECT DOES NOT RESULT IN THE JT TYPE HORZ VERT WIDTH REQUIREMENT OF ROOF TIES. LBS LBS IN-SX A PIN -12 239 3- 8 C HORZ RLR 0 99 3- 8 LEFT RIGHT HEEL 2IN - 13SX MEMBR CSI P(LBS) MOIST M@2ND 01111f11,////�� TOP CHORDS \\\y,,�" He/0. A-E 0.02 139 C 4 -149 \ `- ppnIIbs s E-B 0.01 9 C 70 0 Q ��v� BOTTOM CHORDS �2= A-D 0.10 100 T 358 1465 �� NO. a E-D 0.06 119 C 79 421 ^' 6��19 = D-C 0.26 0 T -1887 0 STATE OF 1 % •• '4 �l1I1111�0��"-�OP WEBS fir � DL+LL DEFL = 0.09" IN D-C �� . �A. \\�`\ LL DEFL = 0.01" < BRG-SPAN/3609/ ///J�f '(( \\�� SPAN/DEFL (DL+LL) = 811 ` OCT 3 0 2001 I - 1 SP 10807 8 0 912 DREES REGENT EL: A DRREGENT I T34 DG 6-04-15 HO 1-00-05 HO 5-12 B 4, A 12 8 I 3-10-09 T 7-01C 3x6 A * C L Ell A TC 9-12 5-01-04 BC 1-08-07 I 3-04-13 4 5-01-04 UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.14 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.09 2X 6 SP-#1 1900 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. REPETITIVE MEMBER STRESS USED. GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A LATERAL BRACING: TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM TOP CHORD - CONTINUOUS SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH BTM CHORD - CONTINUOUS MEAN ROOF HEIGHT - 25' TRUSS SPACING - 24.0 IN. JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C A 2101 3.00 X 6.00 12.7 3.4 OCCUPANCY CATEGORY - 1 LOAD CASE #1 B 5. UNBALANCED LOADS CHECKED LUMBER STRESS INCREASE: 15.0% C (UNBLN LD FAC = 1.00, 0.00) . PLATE STRESS INCREASE: 15.0% 6. ANCHOR TRUSS FOR A TOTAL LOADING LIVE DEAD (PSF) HORIZONTAL LOAD OF 139 LBS. TOP CHD 20.0 8.0 7. FASTEN TRUSS TO BRG B BTM CHD 0.0 15.0 FOR 73 LBS OF UPLIFT, TOTAL 20.0 23.0 43.0 WHILE PERMITTING NO UPWARD SUPPORT CRITERIA MOVEMENT OF WALL OR BRG. JT TYPE HORZ VERT WIDTH 8. FASTEN TRUSS TO BRG C LBS LBS IN-SX FOR 128 LBS OF UPLIFT, A PIN -1 130 3- 8 WHILE PERMITTING NO UPWARD B HORZ RLR 0 95 3- 8 MOVEMENT OF WALL OR BRG. C HORZ RLR 0 160 3- 8 FABRICATOR NOTES: LEFT RIGHT 1.BOTTOM CHORD LOADING SHOWN HEEL 1IN - 8SX INCLUDES 10 PSF LIVE LOAD. 2.IF NONE OF THE REACTIONS MEMBR CSI P(LBS) MOIST MO2ND SHOWN IN THE "LOAD CASE #1" TOP CHORDS SECTION OF THIS DRAWING ARE A-B 0.14 52 C -807 0 ``\11��j��, NEGATIVE THE "FASTEN TRUSS BOTTOM CHORDS �' H ��////' FOR UPLIFT" NOTES IN THE A-C 0.09 58 WEBS INN' -1395 0 \\\`or ODUU BiI'16:0,1 ' DRAWING"NOTES:"ARE THEN OF RESULTIS OF 0`.1`s-re i WIND DESIGN AND MAY BE DL+LL DEFL = 0.03" IN A-B ~Oy � rJQ, �Q P� y 11; IGNORED WHERE A CHECK OF -viLL DEFL = 0.00" < BRG-SPAN/360 1 114 60910419 ' = THE BLDG CODE ROOF TIE-DOWN SPAN/DEFL (DL+LL) = 999 �, OF i SECT DOES NOT RESULT IN THE STATE REQUIREMENT OF ROOF TIES. ... �� '"Ulf' `C� \ OCT 302001 1 HFSC 10807 - 8 912 OIDREES REGENT EL: A DRREGENT I T35 DG 2-04-03 HO 1-00-05 HO 5-12 .. ./1.115-k 1-07-06 7-01C � TC 9-12 1-08-07 BC 1-08-07 4 1-08-07 UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.01 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.01 2X 6 SP-#1 1900 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. REPETITIVE MEMBER STRESS USED. GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A LATERAL BRACING: TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM TOP CHORD - CONTINUOUS SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH BTM CHORD - CONTINUOUS MEAN ROOF HEIGHT - 25' TRUSS SPACING - 24.0 IN. JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C A 2101 3.00 X 6.00 12.7 3.4 OCCUPANCY CATEGORY - 1 LOAD CASE #1 B 5. UNBALANCED LOADS CHECKED LUMBER STRESS INCREASE: 15.0% C (UNBLN LD FAC = 1.00, 0.00) . PLATE STRESS INCREASE: 15.0% LOADING LIVE DEAD (PSF) FABRICATOR NOTES: TOP CHD 20.0 8.0 1.BOTTOM CHORD LOADING SHOWN BTM CHD 0.0 15.0 INCLUDES 10 PSF LIVE LOAD. TOTAL 20.0 23.0 43.0 2.IF NONE OF THE REACTIONS SUPPORT CRITERIA SHOWN IN THE "LOAD CASE #1" JT TYPE HORZ VERT WIDTH SECTION OF THIS DRAWING ARE LBS LBS IN-SK NEGATIVE THE "FASTEN TRUSS A PIN -3 131 3- 8 FOR UPLIFT" NOTES IN THE B HORZ RLR 0 31 3- 8 "NOTES:• SECTION OF THIS C HORZ RLR 0 35 3- 8 DRAWING ARE THE RESULT OF WIND DESIGN AND MAY BE LEFT RIGHT IGNORED WHERE A CHECK OF HEEL lIN - 8SX THE BLDG CODE ROOF TIE-DOWN SECT DOES NOT RESULT IN THE MEMBR CSI P(LBS) M®1ST M@2ND REQUIREMENT OF ROOF TIES. TOP CHORDS A-B 0.01 15 C 60 0 ``,,n�j��, BOTTOM CHORDST - `\\ � Hob) A-C 0.01 9 T -219 0 \ `_�• r7%, WEBS �NUWNiuryy s i ▪ mQ,��sTEq';''j SPAN/DEFL (DL+LL) = 999 ,��= 0 � NO. �Q ", �60910419 g ▪ STATE OF l_ i///IONA�1� \�`�\\` OCT 3 0 2001 1 JCA1 90704 6 . 247 10112 OIDREES REGENT EL: A DRREGENT T36 B 12 6.25 5-06-06 T A (¢) n TC 13-12 9-07-04 BC 9-07-04 UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.76 2X 8 SP-U2 1200 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . LUMBER STRESS INCREASE: 15.0% 3. EMPIRICAL ANALOG IS USED. LATERAL BRACING: FABRICATOR NOTES: TOP CHORD - CONTINUOUS 1.BOTTOM CHORD LOADING SHOWN BTM CHORD - CONTINUOUS INCLUDES 10 PSF LIVE LOAD. TRUSS SPACING - 24.0 IN. 2.IF NONE OF THE REACTIONS SHOWN IN THE "LOAD CASE #1" LOADING LIVE DEAD (PSF) SECTION OF THIS DRAWING ARE TOP CHD 20.0 8.0 NEGATIVE THE "FASTEN TRUSS BTM CHD 0.0 15.0 FOR UPLIFT" NOTES IN THE TOTAL 20.0 23.0 43.0 "NOTES:" SECTION OF THIS EXCEPTIONS: DRAWING ARE THE RESULT OF LINEAR VARIATION WIND DESIGN AND MAY BE ALONG A-B IGNORED WHERE A CHECK OF AT A 0.0 0.0 THE BLDG CODE ROOF TIE-DOWN AT B 56.0 28.0 SECT DOES NOT RESULT IN THE REQUIREMENT OF ROOF TIES. SUPPORT CRITERIA JT REACT WIDTH JT REACT WIDTH LBS IN-SX LBS IN-SX A 300 3- 8 B 510 3- 8 MEMBR CSI P(LBS) MOIST M®2ND TOP CHORDS A-B 0.76 50 T 0 0 BOTTOM CHORDS ```"tit Uhii,,, WEBS /'/ DL+LL DEFL 0.24" IN A-B ` Q� S��qSI�/''�� LL DEFL < BRG-SPAN/360 ` �� 9 y SPAN/DEFL (DL+LL) = 484 141V60:2.41311) 1 9 STATE OF 3 44'V111oo N�,`cso ONA,- OCT 3 0 2001 1 SP 60000 • 10 0 912IDREES REGENT EL: A DRREGENT I T37 DG 6-00-06 g HO 3-05-10 HO 7-06 41 A 12 2x4= 10[---- E 4-02-09 ..�1 i i.T1 2-01-12D D - 2-01-12C 2r4% 2x4�i C 2x4�i � 4x6% ,fr A B1 ,< _1 5 . 12 L0„ A. TC 9-12 4-03-13 1 1-08-03 BC 2-05-10 1 2-11-10 1612 4 6-00-00 C=. UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.06 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.14 2X 4 SP-#1 2130 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. LEG@A 0.04 2X 4 SP-#1 GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN REPETITIVE MEMBER STRESS USED. INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM LATERAL BRACING: SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH TOP CHORD - CONTINUOUS MEAN ROOF HEIGHT - 25' BTM CHORD - CONTINUOUS JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C TRUSS SPACING - 24.0 IN. A *3-PLATES ON EACH SIDE• OCCUPANCY CATEGORY - 1 #1 2109 4.00 X 6.00 9.6 1.6 5. UNBALANCED LOADS CHECKED LOAD CASE #1 #2 2600 2.00 X 4.00 16.4 1.0 (UNBLN LD FAC . 1.00, 0.00) . LUMBER STRESS INCREASE: 15.0% #3 2600 2.00 X 4.00 29.2 1.0 6. ANCHOR TRUSS FOR A TOTAL PLATE STRESS INCREASE: 15.0% B HORIZONTAL LOAD OF 137 LBS. LOADING LIVE DEAD (PSF) C TOP CHD 20.0 8.0 D 1001 2.00 X 4.00 CTR CTR FABRICATOR NOTES: BTM CHD 0.0 15.0 E 1001 2.00 X 4.00 CTR CTR 1.BOTTOM CHORD LOADING SHOWN TOTAL 20.0 23.0 43.0 INCLUDES 10 PSF LIVE LOAD. SUPPORT CRITERIA 2.IF NONE OF THE REACTIONS JT TYPE HORZ VERT WIDTH SHOWN IN THE "LOAD CASE #1" LBS LBS IN-SX SECTION OF THIS DRAWING ARE A PIN -4 317 3- 8 NEGATIVE THE "FASTEN TRUSS B HORZ RLR 0 60 3- 8 FOR UPLIFT" NOTES IN THE C HORZ RLR 0 194 3- 8 "NOTES:" SECTION OF THIS DRAWING ARE THE RESULT OF LEFT RIGHT WIND DESIGN AND MAY BE HEEL 2IN - 13SX IGNORED WHERE A CHECK OF THE BLDG CODE ROOF TIE-DOWN MEMBR CSI P(LBS) MOIST M®2ND SECT DOES NOT RESULT IN THE TOP CHORDS REQUIREMENT OF ROOF TIES. A-E 0.06 263 C 163 -475 `„1„I11IJ1il!' E-B 0.05 26 C -248 0 / A-D 0.14B0TTOM 253CTORDS 605 -225 � �� S k41, � E-D 0.11 236 C 675 779 / 19 y 2 f D-C 0.07 0 T -554 0 .�_. 0 NZ NO. t4 97 WEBS 60910419 I _. STATE OF - DL+LL DEFL = 0.03" IN A-D iV4,4VD10.1 �,(((jQ�LL DEFL = 0.00" < BRG-SPAN/360 .71umimua1 1�',��SPAN/DEFL (DL+LL) = 999S1 `�C? \ �."11111t i t t 11�y ! OCT 3 0 2001 l 1 SP 60000 10 0 912IDREES REGENT EL: A DRREGENT I T38 DG 3-11-08 HO 4-03-10 HO 7-06 rr Ai • 12 2x4= E 10 2-10-09 T1 1-03-12D - 1-03-12C ' B2 _ 3x10 II , 3x6 i 3x4% C A AT B1 104 M __I 5 411 12 r TC 9-12 2-08-10 I 3-03-06 BC 1-05-10 I 1-11-10 I 2-06-12 Q 6-00-00 G UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.22 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.18 2X 4 SP-#1 2130 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. WDG@A 2X 4 SP-#1 GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN EXCEPTIONS: INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A. A-D 2X 6 SP-#1 1900 TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM REPETITIVE MEMBER STRESS USED. SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH MEAN ROOF HEIGHT - 25' LATERAL BRACING: JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C TOP CHORD - CONTINUOUS A *2-PLATES ON EACH SIDE* OCCUPANCY CATEGORY - 1 BTM CHORD - CONTINUOUS #1 2101 3.00 X 4.00 3.7 2.0 5. UNBALANCED LOADS CHECKED TRUSS SPACING - 24.0 IN. #2 2500 3.00 X10.00 4.8 3.1 (UNBLN LD FAC = 1.00, 0.00) . B LOAD CASE #1 C FABRICATOR NOTES: LUMBER STRESS INCREASE: 15.0% D 1001 3.00 X 6.00 CTR CTR 1.BOTTOM CHORD LOADING SHOWN PLATE STRESS INCREASE: 15.0% E 1001 2.00 X 4.00 CTR CTR INCLUDES 10 PSF LIVE LOAD. LOADING LIVE DEAD (PSF) 2.IF NONE OF THE REACTIONS TOP CHD 20.0 8.0 SHOWN IN THE "LOAD CASE #1" BTM CHD 0.0 15.0 SECTION OF THIS DRAWING ARE TOTAL 20.0 23.0 43.0 NEGATIVE THE "FASTEN TRUSS SUPPORT CRITERIA FOR UPLIFT" NOTES IN THE JT TYPE HORZ VERT WIDTH "NOTES:" SECTION OF THIS LBS LBS IN-SX DRAWING ARE THE RESULT OF A PIN -5 224 3- 8 WIND DESIGN AND MAY BE B HORZ RLR 0 140 3- 8 IGNORED WHERE A CHECK OF C HORZ RLR 0 82 3- 8 THE BLDG CODE ROOF TIE-DOWN SECT DOES NOT RESULT IN THE LEFT RIGHT REQUIREMENT OF ROOF TIES. HEEL 2IN - 13SX MEMBR CSI TOP(LBS) MSIST MW2ND `\\��\ Fleiti ' A-E 0.05 104 C -365 243 \STE1 E-B 0.22 68 T -1581 0 0 (V N0 �Q � BOTTOM CHORDS = �6091Q419 a A-D 0.05 93 T -111 495 r4. OF g E-D 0.18 84 C 1337 856 i $TA ,.` D-C 0.18 0 WEBS -1351 0 iZl tu;P: DL+LL DEFL = 0.04" AT D //'��//fY\,`\ LL DEFL - 0.01" < BRG-SPAN/360 in �� SPAN/DEFL (DL+LL) = 999 OCT 30 2001 1 SP 60000 - 10 0 9121DREES REGENT EL: A DRREGENT I T39 DG 1-10-15 HO 5-01-09 HO 8-21 3x6=4 E 1k 10p 4X9i 1-06-09 A 5-12D T1 5-12C :>: B1 ! B2ii 2x9 'may _J5.14 C ;IV 12 v TC 9-12 1-01-07 1 4-10-09 BC 8-12 18-08 I 4-06-12 4 6-00-00 d UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.09 2X 6 SP-#1 1900 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.11 2X 4 SP-#1 2130 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. REPETITIVE MEMBER STRESS USED. GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A LATERAL BRACING: TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM TOP CHORD - CONTINUOUS SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH BTM CHORD - CONTINUOUS MEAN ROOF HEIGHT - 25' TRUSS SPACING - 24.0 IN. JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C A 2101 4.00 X 4.00 5.0 2.7 OCCUPANCY CATEGORY - 1 LOAD CASE #1 B 5. UNBALANCED LOADS CHECKED LUMBER STRESS INCREASE: 15.0% C (UNBLN LD FAC - 1.00, 0.00) . PLATE STRESS INCREASE: 15.0% D 1001 2.00 X 4.00 CTR CTR 6. FASTEN TRUSS TO BRG A LOADING LIVE DEAD (PSF) E 1001 3.00 X 6.00 CTR CTR FOR 58 LBS OF UPLIFT, TOP CHD 20.0 8.0 WHILE PERMITTING NO UPWARD BTM CHD 0.0 15.0 **OVERLAPPING PLATES AT D & E MOVEMENT OF WALL OR BRG. TOTAL 20.0 23.0 43.0 SUPPORT CRITERIA FABRICATOR NOTES: JT TYPE HORZ VERT WIDTH 1.BOTTOM CHORD LOADING SHOWN LBS LBS IN-SX INCLUDES 10 PSF LIVE LOAD. A PIN -10 6 3- 8 2.IF NONE OF THE REACTIONS B HORZ RLR 0 271 3- 8 SHOWN IN THE "LOAD CASE #1" C HORZ RLR 0 52 3- 8 SECTION OF THIS DRAWING ARE NEGATIVE THE "FASTEN TRUSS LEFT RIGHT FOR UPLIFT" NOTES IN THE HEEL OIN - 3SX "NOTES:" SECTION OF THIS DRAWING ARE THE RESULT OF MEMBR CSI P(LBS) MUST M®2ND WIND DESIGN AND MAY BE TOP CHORDS IGNORED WHERE A CHECK OF A-E 0.06 221 T -523 574 THE BLDG CODE ROOF TIE-DOWN E-B 0.09 167 T -1223 0 SECT DOES NOT RESULT IN THE BOTTOM CHORDS REQUIREMENT OF ROOF TIES. A-D 0.07 172 C -144 -495 E-D 0.11 195 T 597 -60 �\Vtt%% I1III///40 D-C 0.07 0 T 553 0 `\�N�" Hei WEBS \' �wImo "'tr ,i DL+LL DEFL = 0.02" IN D-C G i�� I%'447j LL DEFL = 0.00" < BRG-SPAN/360 ."�. 0 NO. �-7 SPAN/DEFL (DL+LL) = 999 .:� �9TE O 10419 ? SI STATE 0! a i i A�""ter C7..,. .. OCT 3 0 2001 1 SP 10312 - 8 0 01DREES REGENT EL: A DRREGENT I T46 DG 6-01-04 HO 1-02-04 HO 8-14 B al 12 n 8� T 3-10-09 5-02C ( 144 C Bi A 1.0 3x4* TC 4-08-09 BC 1-03-12 I 3-04-13 4 4-08-09 UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.15 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.07 2X 8 SP-#2 1380 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. REPETITIVE MEMBER STRESS USED. GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A LATERAL BRACING: TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM TOP CHORD - CONTINUOUS SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH BTM CHORD - CONTINUOUS MEAN ROOF HEIGHT - 25' TRUSS SPACING - 24.0 IN. JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C A 2101 3.00 X 4.00 7.0 2.5 OCCUPANCY CATEGORY - 1 LOAD CASE #1 B 5. UNBALANCED LOADS CHECKED LUMBER STRESS INCREASE: 15.0% C (UNBLN LD FAC = 1.00, 0.00) . PLATE STRESS INCREASE: 15.0% 6. ANCHOR TRUSS FOR A TOTAL LOADING LIVE DEAD (PSF) HORIZONTAL LOAD OF 109 LBS. TOP CHD 20.0 8.0 7. FASTEN TRUSS TO BRG B BTM CHD 0.0 15.0 FOR 73 LBS OF UPLIFT, TOTAL 20.0 23.0 43.0 WHILE PERMITTING NO UPWARD SUPPORT CRITERIA MOVEMENT OF WALL OR BRG. JT REACT WIDTH JT REACT WIDTH 8. FASTEN TRUSS TO BRG C LBS IN-SX LBS IN-SX FOR 153 LBS OF UPLIFT, A 61 3- 8 B 94 3- 8 WHILE PERMITTING NO UPWARD C 147 3- 8 MOVEMENT OF WALL OR BRG. LEFT RIGHT FABRICATOR NOTES:. HEEL 4IN - 10SX 1.BOTTOM CHORD LOADING SHOWN INCLUDES 10 PSF LIVE LOAD. MEMBR CSI P(LBS) MIST M4P2ND 2.IF NONE OF THE REACTIONS TOP CHORDS SHOWN IN THE "LOAD CASE #1" A-B 0.15 52 C -835 0 SECTION OF THIS DRAWING ARE BOTTOM CHORDS NEGATIVE THE "FASTEN TRUSS A-C 0.07 61 C 1495 0 11,�III,,,� FOR UPLIFT" NOTES IN THE WEBS y\\��,` /////// "NOTES:" SECTION OF THIS DRAW NG ARE THE RESULT DL+LL DEFL = 0.03" IN A-B en io,, IS�°��/ WIND IDESIGN AND MAY BE OF ttWW4i LL DEFL = 0.00" < BRG-SPAN/360 0 ,,�..G\STEq�''�. �f . IGNORED WHERE A CHECK OF SPAN/DEFL (DL+LL) = 999 ` y `t/ No. �O t, S THE BLDG CODE ROOF TIE-DOWN " = '609104�9 = � SECT DOES NOT RESULT IN THE a� STATET OF ✓ REQUIREMENT OF ROOF TIES. -i/, \\� 1��J//1I1,�1�pL �\� OCT 30 2001 10 MONO 100708 • 8 0 01DREES REGENT EL: A DRREGENT 1T2 DG 14-02-06 HO 9-05-00 HO 2-04-00 2x411 B e "e 8 12 3x4 i F T1 P 9-05-00 11111111111116: 3x4. FN 3 D o 1� , A EB 1 3x4 11 3x4= C 4x4= TC 10-07-08 BC 10-07-08 10-07-08 I> UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.28 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.19 2X 4 SP-#1 2130 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. WBS 0.49 2X 4 SP-#3 980 GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN EXCEPTIONS: INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A F-C 2X 4 SP-#2 1720 TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM C-B SAME AS F-C SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH REPETITIVE MEMBER STRESS USED. MEAN ROOF HEIGHT - 25' JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C LATERAL BRACING: A 4000 3.00 X 4.00 CTR CTR OCCUPANCY CATEGORY - 1 TOP CHORD - CONTINUOUS B 4200 2.00 X 4.00 CTR CTR 5. UNBALANCED LOADS CHECKED BTM CHORD - CONTINUOUS C 4010 4.00 X 4.00 CTR CTR (UNBLN LD FAC - 1.00, 0.00) . ONE BRACE - C-B ,--- - D 4110 3.00 X 4.00 CTR CTR 6. ANCHOR TRUSS FOR A TOTAL TRUSS SPACING - 24.0 IN. E 1030 3.00 X 4.00 CTR CTR HORIZONTAL LOAD OF 530 LBS. F 1050 3.00 X 4.00 CTR CTR 7. FASTEN TRUSS TO BRG A LOAD CASE #1 FOR 56 LBS OF UPLIFT, LUMBER STRESS INCREASE: 15.0% WHILE PERMITTING NO UPWARD PLATE STRESS INCREASE: 15.0% MOVEMENT OF WALL OR BRG. LOATOPDING CHD 20.00 D8.0AD (PSF) ``�N��1111�"H'ttt/////'' 8. FORTEN 296TLBSSOFO BRG C UPLIFT, TOTALBTM HD 0.0 15.0 20.0 23.0 43.0 .``Q`, WM44'��1'� MOVEMENT OFWHILE TTING NO WALL OR BRG. SUPPORT CRITERIA PJ #J 114STF % i JT REACT WIDTH JT REACT WIDTH 4 0 4/ F FABRICATOR NOTES: LBS IN-SX LBS IN-SX Si O 3'Q' NO. O 2 1.BOTTOM CHORD LOADING SHOWN A 456 3- 8 C 456 3- 8 -3 - 60910419 INCLUDES 10 PSF LIVE LOAD.% ... % STATE OF 2.IF NONE OF THE REACTIONS y SHOWN IN THE "LOAD CASE #1" MEMBR CSI P(LBS) MOIST M@2ND y44, �� SECTION OF TOP CHORDS �� Ww �� -`�� NEGATIVfi THE N"FASTEN ITRUSS fi D-F 0.28 291 C 303 -2111 FOR UPLIFT" F-B 0.28 225 C -1166 72 ''///� ��``` "NOTES:" NOTES SECTIONOFNTHIS / BOTTOM CHORDS /itrmrii ` DRAWING ARE THE RESULT OF A-E 0.15 512 C 204 -251 WIND DESIGN AND MAY BE OCT3 Q E-C 0.19 285 C 251 -28 IGNORED WHERE A CHECK OF WEB ROOF A-D 0.10 420SC 0 0 2001 SECTTHEBLDG DOESCODE NOT RESULT IINDTHE C-B 0.49 186 T 0 0 REQUIREMENT OF ROOF TIES. D-E = 257 T E-F = 134 T 4 3.ALL CONTINUOUS LATERAL F-C = 373 C BRACES MUST BE RESTRAINED TO PREVENT LATERAL MOVEMENT DL+LL DEFL = 0.05" IN F-B OF THE BRACE IF ALL BRACED LL DEFL = 0.00" < BRG-SPAN/360 MEMBERS BUCKLE IN THE SAME SPAN/DEFL (DL+LL) = 999 DIRECTION. SEE HIB-91 SUMMARY SHEET FRAME 4 AND BUILDING DESIGNER REQUIREMENTS. 3 FLAT 200400 -4800 0 OIDREES REGENT EL: A DRREGENT 114 HO 4-00-00 4x6- 4x6-_ HO 4-00-00 8x10= H 7x8= 8x10= J (3 Ti!. I T11. .:; TOP To P Xr- • 4-00-00 1 2 1 1 1 1 4 R B1L G F B1R E A \ D 12x16= 10x12= 10x12= C 3x6II F N*3 3x6H TC 20-04-00 BC 20-04-00 d 20-04-00 D.. UniStar -- Version 40.0.412 DL+LL DEFL = 0.27" AT I NOTES: RUN DATE: 10- 3-01 LL DEFL = 0.18" < BRG-SPAN/360 1. TRUSSES MANUFACTURED BY - SPAN/DEFL (DL+LL) = 890 DAVIDSON INDUSTRIES 2. ANALYSIS CONFORMS TO * 3-PLY TRUSS * PLATES ARE FOR EACH PLY UBC (ANSI/TPI 1-1995) . 3. EMPIRICAL ANALOG IS USED. PLATING CONFORMS TO TPI 4. TIE-IN LOADS SHOWN WITHOUT CSI SIZE LUMBER 1.15FB (GROSS AREA METHOD) DAMAGE TO TRUSS. TOP 0.42 2X 6 SP-41 1900 VERIFY PLATE VALUES WITH 5. PREVENT TRUSS ROTATION AT BTM 0.90 2X10 SP-42 1210 TEE-LOK CORPORATION ALL BEARING LOCATIONS. WBS 0.94 2X 4 SP-43 980 GRIP BASED ON SYP LUMBER 6. PROVIDE DRAINAGE TO EXCEPTIONS: PLATES - 20 GAUGE TL-20 PREVENT WATER PONDING. A-G 2X 4 SP-41 2130 GRIPPING 561-393 PSI PER PAIR 7. 3 COMPLETE TRUSSES REQUIRED. ' E-B SAME AS A-G INCLUDES 15.0% INCREASE X FASTEN TRUSSES TOGETHER W/ LUMBER STRESS INCREASE: 15.0% TENSION 1030- 924 PLI PER PAIR 16d NAILS AS EACH LAYER IS REPETITIVE MEMBER STRESS USED. SHEAR 970- 498 PLI PER PAIR APPLIED,STAGGERED AS FOLLOWS MEMBER ROWS SPACING(IN) LATERAL BRACING: JT TYPE PLATE SIZE X Y TOP CHD 2 12.0 TOP CHORD - CONTINUOUS A 4010 8.00 X10.00 3.5 4.0 BTM CHD 3 6.5 BTM CHORD - CONTINUOUS B 4010 8.00 X10.00 3.5 4.0 WEBS 1 12.0 TRUSS SPACING - 12.0 IN. C 4000 3.00 X 6.00 CTR CTR PLUS CLUSTERS OF NAILS IF D 4000 3.00 X 6.00 CTR CTR SHOWN. LOADING LIVE DEAD (PSF) E 1050 10.00 X12.00 8.5 CTR TOP CHD 20.0 8.0 F 1070 10.00 X12.00 CTR CTR FABRICATOR NOTES: BTM CHD 0.0 15.0 G 1130 12.00 X16.00 CTR 8.8 1.BOTTOM CHORD LOADING SHOWN TOTAL 20.0 23.0 43.0 H 1050 4.00 X 6.00 CTR CTR INCLUDES 10 PSF LIVE LOAD. EXCEPTIONS: I 1102 7.00 X 8.00 CTR 5.0 2.IF NONE OF THE REACTIONS A-B 160.0 70.0 J 1030 4.00 X 6.00 CTR CTR SHOWN IN THE "LOAD CASE #1• C-D 680.0 380.0 SECTION OF THIS DRAWING ARE NEGATIVE THE "FASTEN TRUSS SUPPORT CRITERIA FOR UPLIFT" NOTES IN THE JT REACT WIDTH JT REACT WIDTH `\\`��«11}II/�//// �', "NOTES:" SECTION OF THIS LBS IN-SX LBS IN-SX \\y��, Hevh• /// DRAWING ARE THE RESULT OF D 13115 5- 2 C 13115 5- 2 � A`' ppryit 'lp WIND DESIGN AND MAY BE m��GSTEq��,6 IGNORED WHERE A CHECK OF 04291 4 wo. 0O 0e T THE BLDG CODE ROOF TIE-DOWN MEMBER FORCES - EACH PLY 16.45 SECT DOES NOT RESULT IN THE MEMBR CSI P(LBS) MOIST Md2ND = 60910419 REQUIREMENT OF ROOF TIES. STATE OF z TOP CHORDS i �� a? 3.CARE MUST BE TAKEN NOT TO A-H 0.30 4949 C -1098 -1499 jr � INSTALL THIS FLAT TRUSS H-I 0.42 6383 C 1499 0 �/ 4nwutm��A` e� UPSIDE DOWN. SEE TRUSS I-J J-B 0.4230 4949 C 1499 149998 '///// �'�\\Nss`` DRAWING. BOTTOM CHORDS �11 , D-G 0.33 11 T 1612 -5321 OCTryy� G-F 0.90 4949 T 5321 -285 C 3 0 LW1 F-E 0.90 4949 T 285 -5321 E-C 0.33 11 T 5321 -1612 WEBS D-A = 2695 C A-G = 5960 T G-H = 1421 C H-F = 1730 T F-I = 334 C F-J - 1730 T E-J 1421 C E-B = 5960 T C-B = 2695 C 1 HIPG 320000 • 8 912 912IDREES REGENT EL: A DRREGENT f5 5x8= 5x8= B 3x611 C DG 9-06-06 H DG 9-06-06 HO 5-12 12 d T3 O HO 5-12 8 5-07-06 T 1 2 3 2 1 C Bx10% 8x10= A D F B1L G.. BqL 3x61I 10x12= E 3x6I1 N N r1 ,A TC a, 7-08-07 j 16-07-02 1 7-08-07 a, BC 32-00-00 d 32-00-00 d UniStar -- Version 40.0.412 MEMBR CSI P(LBS) M@1ST MO2ND NOTES: RUN DATE: 10-30-01 F-B = 527 T B-G = 1488 T 1. TRUSSES MANUFACTURED BY - G-H = 1054 C G-C = 1488 T DAVIDSON INDUSTRIES CSI SIZE LUMBER FB E-C = 527 T 2. ANALYSIS CONFORMS TO TOP 0.81 2X 4 SP-#1 1850 UBC (ANSI/TPI 1-1995) . BTM 0.62 2X 8 SP-#2 1200 DL+LL DEFL = 0.40" IN H-C 3. EMPIRICAL ANALOG IS USED. WBS 0.55 2X 4 SP-#3 850 LL DEFL = 0.14" c BRG-SPAN/360 4. WIND LOADS - UBC,1988 EDITN WDGOA 2X 4 SP-#1 SPAN/DEFL (DL+LL) = 971 TRUSS IS DESIGNED AS A WDGOD 2X 4 SP-#1 MAIN WIND-FORCE RES SYSTEM EXCEPTIONS: PLATING CONFORMS TO TPI WIND SPEED - 80 MPH B-H 2X 6 SP-#1 1650 (GROSS AREA METHOD) MEAN ROOF HEIGHT - 25' H-C SAME AS B-H VERIFY PLATE VALUES WITH EXPOSURE CATEGORY - C B-G 2X 4 SP-#2 1500 TEE-LOK CORPORATION OCCUPANCY CATEGORY - 1 G-C SAME AS B-G GRIP BASED ON SYP LUMBER 5. PREVENT TRUSS ROTATION AT PLATES - 20 GAUGE TL-20 ALL BEARING LOCATIONS. LATERAL BRACING: GRIPPING 561-393 PSI PER PAIR 6. PROVIDE DRAINAGE TO TOP CHORD - CONTINUOUS INCLUDES 15.0% INCREASE PREVENT WATER PONDING. BTM CHORD - CONTINUOUS TENSION 1030- 924 PLI PER PAIR 7. FASTEN TRUSS TO BRG A TRUSS SPACING - 24.0 IN. SHEAR 970- 498 PLI PER PAIR FOR 343 LBS OF UPLIFT, WHILE PERMITTING NO UPWARD LOAD CASE #1 JT TYPE PLATE SIZE X Y MOVEMENT OF WALL OR BRG. LUMBER STRESS INCREASE: 15.0% A 2016 8.00 X10.00 5.2 6.2 8. FASTEN TRUSS TO BRG D PLATE STRESS INCREASE: 15.0% B 5151 5.00 X 8.00 CTR CTR FOR 343 LBS OF UPLIFT, LOADING LIVE DEAD (PLF) C 5151 5.00 X 8.00 CTR CTR WHILE PERMITTING NO UPWARD TOP CHD 40.0 16.0 D 2016 8.00 X10.00 5.2 6.2 MOVEMENT OF WALL OR BRG. BTM CHD 0.0 60.0 E 1001 3.00 X 6.00 CTR CTR 9. GIRDER CONDITION: TOTAL 40.0 76.0 116.0 F 1001 3.00 X 6.00 CTR CTR STEP DOWN HIP GIRDER WITH EXCEPTIONS: G 1170 10.00 X12.00 CTR 6.8 HIP-RAFTERS. B-C 80.0 32.0 H 1001 3.00 X 6.00 CTR CTR OPEN FACE COMMON JACKS. F-E 0.0 60.0 GIRDER SETBACK 6.00 ft. CONCENTRATED LOADS (LBS) B 256 (LIVE) FABRICATOR NOTES: B 102 (DEAD) ��`,,,"` rlfl/'�/i/,, 1.BOTTOM CHORD LOADING SHOWN C 256 (LIVE) \\� r�" He�/� ///% INCLUDES 10 PSF LIVE LOAD. C 102 (DEAD) Q �N��*bi s i 2.IF NONE OF THE REACTIONS SUPPORT CRITERIA J*(,��STE'4A � i SHOWN IN THE "LOAD CASE #1" JT REACT WIDTH JT REACT WIDTH _� 0 �� NO. �Q ? S SECTION OF THIS DRAWING ARE LBS IN-SX LBS IN-SX ='7 60910419 s = NEGATIVE THE "FASTEN TRUSS A 2722 3- 8 D 2722 3- 8 ` STATE OF 1 = FOR UPLIFT" NOTES IN THE q4P J "NOTES:" SECTION OF THIS D WING ARE THE RESULT L- 8SX 1IN 8SX RIGHT /%// / oMn ' ` \` WINDRDESIGNREAND A MAYCBEOFF HEEL 1IN CH MEMBR CSI P(LBS) MOIST MO2ND '/VV1rII () 1` THE BLDG CODE ROOF TIE-DOWN TOP CHORDS SECT DOES NOT RESULT IN THE A-B 0.81 4045 C 1277 -2604 O C T 3 0 2001 REQUIREMENT OF ROOF TIES. B-H 0.72 4651 C 2468 -9042 H-C 0.72 4651 C 9042 -2468 C-D 0.81 4045 C 2604 -1277 BOTTOM CHORDS A-F 0.62 3374 T -1270 -3801 F-G 0.62 3374 T 3801 -2308 G-E 0.62 3374 T 2308 -3801 E-D 0.62 3374 T 3801 1270 WEBS 1 DRHP 320000 . 8 912 9121DREES REGENT EL: A DRREGENT ff6 l 2x4 II 4x6= DG 12-06-07 9x6= I C DG 12-06-07 HO 5-12 B Tl HO 5-12 e 12 8 2x4•::: 2x9�i H J TC 2 4 3 2 TC 7-01-07 3 4x6= 17 4x6= A D ° o B1L AB1L F G E 3x4= 5x8= 3x4= N N HTC 10-02-07 11-07-02 I 10-02-07 m BC 32-00-00 4 32-00-00 e UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.31 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.67 2X 4 SP-#1 2130 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. WBS 0.27 2X 4 SP-#2 1720 GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN EXCEPTIONS: INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A H-F 2X 4 SP-#3 980 TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM E-J SAME AS H-F SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH REPETITIVE MEMBER STRESS USED. MEAN ROOF HEIGHT - 25' JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C LATERAL BRACING: A 2001 4.00 X 6.00 2.7 1.8 OCCUPANCY CATEGORY - 1 TOP CHORD - 24 IN. OC B 5093 4.00 X 6.00 3.0 1.0 5. UNBALANCED LOADS CHECKED BTM CHORD - CONTINUOUS C 5093 4.00 X 6.00 3.0 1.0 (UNBLN LD FAC = 1.00, 0.00) . TRUSS SPACING - 24.0 IN. D 2001 4.00 X 6.00 2.7 1.8 6. PROVIDE DRAINAGE TO E 1050 3.00 X 4.00 CTR CTR PREVENT WATER PONDING. LOAD CASE #1 F 1030 3.00 X 4.00 CTR CTR 7. FASTEN TRUSS TO BRG A LUMBER STRESS INCREASE: 15.0% G 1170 5.00 X 8.00 CTR 3.0 FOR 259 LBS OF UPLIFT, PLATE STRESS INCREASE: 15.0% H 1001 2.00 X 4.00 CTR CTR WHILE PERMITTING NO UPWARD LOADING LIVE DEAD (PSF) I 1001 2.00 X 4.00 CTR CTR MOVEMENT OF WALL OR BRG. TOP CHD 20.0 8.0 J 1001 2.00 X 4.00 CTR CTR 8. FASTEN TRUSS TO BRG D BTM CHD 0.0 15.0 FOR 259 LBS OF UPLIFT, TOTAL 20.0 23.0 43.0 WHILE PERMITTING NO UPWARD SUPPORT CRITERIA MOVEMENT OF WALL OR BRG. JT REACT WIDTH JT REACT WIDTH LBS IN-SX LBS IN-SX +�, 0tinit,Ii////// FIBRICATORBOTTOM CNOTES: RD LOADING SHOWN A 1425 3- 8 D 1425 3- 8 •N H // ♦`� %s/% INCLUDES 10 PSF LIVE LOAD. LEFT RIGHT 0�r�STFi9,% , 2 IF SHOWNNE IN FT THE E REACTIONSOAD CASE HEEL 1IN - 8SX 1IN - 8SX + y „O,E = 0 t SECTION OF THIS DRAWING ARE MEMBR CSI P(LBS) M®1ST M@2ND 910419 = NEGATIVE THE "FASTEN TRUSS TOP CHORDS STAB OF 1 FOR UPLIFT" NOTES IN THE A-H 0.26 1910 C 1277 -1114 i '$�yi"�U1 '�" a "NOTES:" SECTION OF THIS H-B 0.29 1681 C 1114 -1767 I/ 2"namlii � `�; DRAWING ARE THE RESULT OF B-I 0.31 1610 C 1767 -1832 ///// �yry��` `\`�' " WIND DESIGN AND MAY BE I-C 0.31 1610 C 1832 -1767 ///-/�'��(�(rl+��tiL\\� IGNORED WHERE A CHECK OF C-J 0.29 1681 C 1767 -1114 �� THE BLDG CODE ROOF TIE-DOWN J-D 0.26 1910 C 1114 -1277 SECT DOES NOT RESULT IN THE BOTTOM CHORDS 0 C T 3 0 REQUIREMENT OF ROOF TIES. A-F 0.67 1587 T 3147 -2186 F-G 0.52 1419 T 2186 -351 G-E 0.52 1419 T 351 -2186 E-D 0.67 1587 T 2186 -3147 WEBS H-F = 212 C F-B = 377 T B-G = 390 T G-I = 341 C G-C = 390 T E-C = 377 T E-J = 212 C DL+LL DEFL = 0.26" IN A-F LL DEFL = 0.07" < BRG-SPAN/360 SPAN/DEFL (DL+LL) = 999 1 DRHP 320000 • 8 912 912IDREES REGENT EL: A DRREGENT if/ 5x6= 5x6= DG 15-06-07 C DG 15-06-07 HO 5-12 B Ti HO 5 12 12 T1U 1U 8 5x8�i I 5x8,� J 4 3 8-09-07 3 T1 1 2 2 1 1L 9x6= A 4x6= D 2 n AB1L F '81M E B1L 2x411 5x10= 5x8= 2x411 N N r/ TC a` 12-08-07 1 6-07-02 I 12-08-07 m BC 32-00-00 © 32-00-00 C.' UniStar -- Version 40.0.412 MEMBR CSI P(LBS) M@1ST M@2ND NOTES: RUN DATE: 10- 3-01 G-J = 169 T 1. TRUSSES MANUFACTURED BY - DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB DL+LL DEFL = 0.18" IN C-J 2. ANALYSIS CONFORMS TO TOP 0.43 2X 4 SP-#1 2130 LL DEFL = 0.06" c BRG-SPAN/360 UBC (ANSI/TPI 1-1995) . BTM 0.50 2X 4 SP-#1 2130 SPAN/DEFL (DL+LL) = 999 3. EMPIRICAL ANALOG IS USED. WBS 0.42 2X 4 SP-42 1720 4. WIND LOADS - UBC,1988 EDITN EXCEPTIONS: PLATING CONFORMS TO TPI TRUSS IS DESIGNED AS A H-I 2X 4 SP-#3 980 (GROSS AREA METHOD) MAIN WIND-FORCE RES SYSTEM G-J SAME AS H-I VERIFY PLATE VALUES WITH WIND SPEED - 80 MPH F-C 2X 4 SP-#1 2130 TEE-LOK CORPORATION MEAN ROOF HEIGHT - 25' REPETITIVE MEMBER STRESS USED. GRIP BASED ON SYP LUMBER EXPOSURE CATEGORY - C PLATES - 20 GAUGE TL-20 OCCUPANCY CATEGORY - 1 LATERAL BRACING: GRIPPING 561-393 PSI PER PAIR 5. UNBALANCED LOADS CHECKED TOP CHORD - 24 IN. OC INCLUDES 15.0% INCREASE (UNBLN LD FAC - 1.00, 0.00) . BTM CHORD - CONTINUOUS TENSION 1030- 924 PLI PER PAIR 6. PROVIDE DRAINAGE TO TRUSS SPACING - 24.0 IN. SHEAR 970- 498 PLI PER PAIR PREVENT WATER PONDING. 7. FASTEN TRUSS TO BRG A LOAD CASE #1 JT TYPE PLATE SIZE X Y FOR 268 LBS OF UPLIFT, LUMBER STRESS INCREASE: 15.0% A 2001 4.00 X 6.00 2.7 1.8 WHILE PERMITTING NO UPWARD PLATE STRESS INCREASE: 15.0% B 5093 5.00 X 6.00 3.0 2.2 MOVEMENT OF WALL OR BRG. LOADING LIVE DEAD (PSF) C 5093 5.00 X 6.00 3.0 1.8 8. FASTEN TRUSS TO BRG D TOP CHD 20.0 8.0 D 2001 4.00 X 6.00 2.7 1.8 FOR 268 LBS OF UPLIFT, BTM CHD 0.0 15.0 E 1150 5.00 X 8.00 CTR 3.0 WHILE PERMITTING NO UPWARD TOTAL 20.0 23.0 43.0 F 1170 5.00 X10.00 CTR 3.0 MOVEMENT OF WALL OR BRG. SUPPORT CRITERIA G 1001 2.00 X 4.00 CTR CTR JT TYPE HORZ VERT WIDTH H 1001 2.00 X 4.00 CTR CTR FABRICATOR NOTES: LBS LBS IN-SX I 1150 5.00 X 8.00 CTR 3.0 1.BOTTOM CHORD LOADING SHOWN A PIN 0 1425 3- 8 J 1150 5.00 X 8.00 CTR 3.0 INCLUDES 10 PSF LIVE LOAD. D HORZ RLR 0 1425 3- 8 2.IF NONE OF THE REACTIONS SHOWN IN THE "LOAD CASE #1" LEFT RIGHT �0Win UN/,,' SECTION OF THIS DRAWING ARE HEEL 1IN - 8SX 1IN - 8SX `�� 1" He% I/// NEGATIVE THE "FASTEN TRUSS `- / FOR UPLIFT" NOTES IN THE MEMBR CSI P(LBS) MUST M®2ND �0- G\STF94 �11 "NOTES:" SECTION OF THIS TOP CHORDS 0 �� NO. F DRAWING ARE THE RESULT OF A-I 0.43 1927 C 2571 -1802 .E 7 60910419� = = WIND DESIGN AND MAY BE I-B 0.39 1490 C 1802 -2471 i STATE OF 0 = IGNORED WHERE A CHECK OF B-C 0.39 1255 C 2471 -2440 i *r THE BLDG CODE ROOF TIE-DOWN C-J 0.39 1489 C 2440 -1810 %Vet/C1„ / `::0 � SECT DOES NOT RESULT IN THE J-D 0.43 1927 C 1810 -2572 M ^��\ REQUIREMENT OF ROOF TIES. BOTTOM CHORDS C4:7 A-H 0.50 1598 T 1896 -706 .,rM H-F 0.43 1598 T 708 -1352 9.,;RIVAL \ F-E 0.38 1254 T 1352 -1318 O C T 3 0 2001 E-G 0.43 1598 T 1318 -716 G-D 0.50 1598 T 716 -1897 WEBS H-I = 168 T I-F = 425 C F-B 439 T F-C = 144 T E-C = 441 T E-J = 426 C 2 DRHP 320000 8 912 912IDREES REGENT EL: A DRREGENT IIv 5x6= 6x7= DG 18-06-08 B C DG 18-06-08 HO 5-12 HO 5-12 sa el' ,1 12 T1U F/��' 3 81 SxB�i iliklU I `x8� J 10-05-07 s�' 4¢ A 1L 4x6 All kiiiiiih.. 4x6= D M gB��11:4 g�\ - B1L F :1 E B1L - 2x4�� 7x8= 5x8= 2x4 II N 0 N r. N TC m 15-02-07 I I 15-02-07 m BC 32-00-00 '4 32-00-00 UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.51 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.46 2X 4 SP-#1 2130 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. WBS 0.38 2X 4 SP-#2 1720 GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN EXCEPTIONS: INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A H-I 2X 4 SP-#3 980 TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM G-J SAME AS H-I SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH REPETITIVE MEMBER STRESS USED. MEAN ROOF HEIGHT - 25' JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C LATERAL BRACING: A 2001 4.00 X 6.00 2.7 1.8 OCCUPANCY CATEGORY - 1 TOP CHORD - 24 IN. OC B 5093 5.00 X 6.00 3.0 2.2 5. UNBALANCED LOADS CHECKED BTM CHORD - CONTINUOUS C 5093 6.00 X 7.00 3.5 1.9 (UNBLN LD FAC - 1.00, 0.00) . ONE BRACE - I-F E-J - D 2001 4.00 X 6.00 2.7 1.8 6. PROVIDE DRAINAGE TO TRUSS SPACING - 24.0 IN. E 1150 5.00 X 8.00 CTR 3.0 PREVENT WATER PONDING. F 1170 7.00 X 8.00 CTR CTR 7. FASTEN TRUSS TO BRG A LOAD CASE #1 G 1001 2.00 X 4.00 CTR CTR FOR 276 LBS OF UPLIFT, LUMBER STRESS INCREASE: 15.0% H 1001 2.00 X 4.00 CTR CTR WHILE PERMITTING NO UPWARD PLATE STRESS INCREASE: 15.0% I 1150 5.00 X 8.00 CTR 3.0 MOVEMENT OF WALL OR BRG. LOADING LIVE DEAD (PSF) J 1150 5.00 X 8.00 CTR 3.0 8. FASTEN TRUSS TO BRG D TOP CHD 20.0 8.0 FOR 276 LBS OF UPLIFT, BTM CHD 0.0 15.0 WHILE PERMITTING NO UPWARD TOTAL 20.0 23.0 43.0 MOVEMENT OF WALL OR BRG. SUPPORT CRITERIA JT TYPE HORZ VERT WIDTH FABRICATOR NOTES: LBS LBS IN-SX 01.H111/4// 1.BOTTOM CHORD LOADING SHOWN A PIN 0 1425 3- 8 ``` ^/// INCLUDES 10 PSF LIVE LOAD. D HORZ RLR 0 1425 3- 8 �� y^ %' /// 2.IF NONE OF THE REACTIONS QI IIIWittnp di. i� SHOWN IN THE "LOAD CASE #1" LEFT RIGHT co ��STEg4 j NEGATSECTION IVEOF THEHIS"HASTENING TRUSSE HEEL lIN - 8SX lIN - 8SX 40 No. A. ^ 0 T.. FOR UPLIFT" NOTES IN THE MEMBR CSI P(LBS) M®1ST MO2ND F 80910419 g = "NOTES:" SECTION OF THIS TOP CHORDS STATE OF i DRAWING ARE THE RESULT OF A-I 0.50 1879 C 2756 -3177 i SiWIND DESIGN AND MAY BE CK OF B-C 0.39 1096 C 2721 -2552 ViVitiO° N. THEOBLDGRED WCODE ROOFERE A ETIE-DOWN C-J 0.48 1307 C 2552 -3218 IN THE J-D 0.51 1880 C 3218 -2758 / i L `\ REQUIREMENT SECT DOES OOFT R ROOF TTIES. BOTTOM CHORDS /��J/1JA�� ` 3.ALL CONTINUOUS LATERAL A-H 0.46 1565 T 1577 -1577 BRACES MUST BE RESTRAINED H-F 0.46 1565 T 1577 -1473 );; ; - TO PREVENT LATERAL MOVEMENT F-E 0.37 1092 T 1473 -1276 OF THE BRACE IF ALL BRACED E-G 0.46 1566 T 1276 -1625 MEMBERS BUCKLE IN G-D 0.46 1566 T 1625 -1581 O C T 3 0 �} DIRECTION. SEE HIBT91 SAME WEBS SUMMARY SHEET FRAME 4 H-I = 234 T I-F = 584 C AND BUILDING DESIGNER F-B = 536 T F-C = 252 T REQUIREMENTS. E-C = 449 T E-J = 589 C G-J = 237 T DL+LL DEFL = 0.28" IN C-J LL DEFL = 0.06" < BRG-SPAN/360 SPAN/DEFL (DL+LL) = 999 I 10 JCA2 60000 • 10 912 OIDREES REGENT EL: A DRREGENT R-9 DG 8-02-10 HO 5-07-06 HO 7-06 B AI 12 10 5-07-06 T1 4x4= A ni aaoa A81 A C TC 912 6-00-00 BC 6-00-00 6-00-00 D UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.33 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.27 2X 4 SP-#1 2130 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. WDG@A 2X 4 SP-#1 GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN REPETITIVE MEMBER STRESS USED. INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM LATERAL BRACING: SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH TOP CHORD - CONTINUOUS MEAN ROOF HEIGHT - 25' BTM CHORD - CONTINUOUS JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C TRUSS SPACING - 24.0 IN. A 2002 4.00 X 4.00 0.8 1.5 OCCUPANCY CATEGORY - 1 B 5. UNBALANCED LOADS CHECKED LOAD CASE #1 C (UNBLN LD FAC = 1.00, 0.00) . LUMBER STRESS INCREASE: 15.0% 6. ANCHOR TRUSS FOR A TOTAL PLATE STRESS INCREASE: 15.0% HORIZONTAL LOAD OF 179 LBS. LOADING LIVE DEAD (PSF) 7. FASTEN TRUSS TO BRG B TOP CHD 20.0 8.0 FOR 118 LBS OF UPLIFT, BTM CHD 0.0 15.0 WHILE PERMITTING NO UPWARD TOTAL 20.0 SUPPORT CRITERIA 23.0 43.0 01 Hrrl/,, MOVEMENT OF WALL OR BRG. JT TYPE HORZ VERT WIDTH �� "iSt ' FABRICATOR NOTES: LBS LBS IN-SX OQ lar i��/ 1.BOTTOM CHORD LOADING SHOWN A PIN -1 314 3- 8 B HORZ RLR 0 151 3- 8 E. Q i01°• CA Z INCLUDES 10 PSF, LIVE LOAD. C HORZ RLR 0 99 3- 8 7 �60910419 s 2•IF NONE OF THE REACTIONS A�OF g SHOWN IN THE "LOAD CASE #1" ". SECTION OF THIS DRAWING ARE LEFT RIGHT i VpituoVs, NEGATIVE THE "PASTEN TRUSS HEEL 2IN - 13SX tNFORTUPOR LIFT" NOTESOF INTTIE MEMBR CSI P(LBS) MMIST MO2ND THE �////!'�it't�`t\\\\ DRAWING ARE THE RESULT OF TOP CHORDS WIND DESIGN AND MAY BE A-B 0.33 93 C -563 0 '';7 IGNORED WHERE A CHECK OF BOTTOM CHORDS THE BLDG CODE ROOF TIE-DOWN A-C 0.27 0 T -1029 0 OCT SECT DOES NOT RESULT IN THE WEBS r REQUIREMENT OF ROOF TIES. DL+LL DEFL = 0.17" IN A-B LL DEFL = 0.01" < BRG-SPAN/360 SPAN/DEFL (DL+LL) = 414 I 3 JCA1 907046 :2469 10112 OIDREES REGENT EL: A DRREGENT I T10 I B A 12 6.25 5-06-06 T A <0) n TC 13-12 9-07-04 BC c3 9-07-04 d UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.76 2X 8 SP-#2 1200 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . LUMBER STRESS INCREASE: 15.0% 3. EMPIRICAL ANALOG IS USED. LATERAL BRACING: FABRICATOR NOTES: TOP CHORD - CONTINUOUS 1.BOTTOM CHORD LOADING SHOWN BTM CHORD - CONTINUOUS INCLUDES 10 PSF LIVE LOAD. TRUSS SPACING - 24.0 IN. 2.IF NONE OF THE REACTIONS SHOWN IN THE "LOAD CASE #1" LOADING LIVE DEAD (PSF) SECTION OF THIS DRAWING ARE TOP CHD 20.0 8.0 NEGATIVE THE "FASTEN TRUSS BTM CHD 0.0 15.0 FOR UPLIFT" NOTES IN THE TOTAL 20.0 23.0 43.0 "NOTES:" SECTION OF THIS EXCEPTIONS: DRAWING ARE THE RESULT OF LINEAR VARIATION WIND DESIGN AND MAY BE ALONG A-B "11�t,, IGNORED WHERE A CHECK OF AT A 0.0 0.0 \\� ,��//// THE BLDG CODE ROOF TIE-DOWN - AT B 56.0 28.0 �`•�` r�ftsi /*, REQUIREMENT OFSECT DOES NOT RROOFT IN TIESTHE SUPPORT CRITERIA y0Q ��STF��41 JT REACT WIDTH JT REACT WIDTH O Cr NO. 0 LBS IN-SX LBS IN-SX =' 60910419 r A 300 3 8 B 510 3 8 STATE OF ' Pam' �� • -4,784140•0 MEMBR CSI PTOP(LBS)CHORDS®1ST M02ND j', ooNAt-_�} \\\ A-B 0.76 50 T 0 0 t�� BOTTOM CHORDS 7e,inl WEBS DL+LL DEFL = 0.24" IN A-B OCT 3 0 2001 LL DEFL < BRG-SPAN/360 SPAN/DEFL (DL+LL) = 484 2 JCA2 60000 • 10 912 OIDREES REGENT EL: A DRREGENT I T11 DG 6-00-06 B HO 5-07-06 HO 7-06 A 12 10 4-02-09 Ti 4x4= A 01 • B1 AL AL TC 9-12 4-03-13 1 1-08-03 BC 6-00-00 6-00-00 C> UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.20 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.20 2X 4 SP-#1 2130 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. WDG@A 2X 4 SP-#1 GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN REPETITIVE MEMBER STRESS USED. INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM LATERAL BRACING: SHEAR 970- 498 PLI PER PAIR WIND SPEED - B0 MPH TOP CHORD - CONTINUOUS MEAN ROOF HEIGHT - 25' BTM CHORD - CONTINUOUS JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C TRUSS SPACING - 24.0 IN. A 2002 4.00 X 4.00 0.8 1.5 OCCUPANCY CATEGORY - 1 B 5. UNBALANCED LOADS CHECKED LOAD CASE #1 C (UNBLN LD FAC = 1.00, 0.00) . LUMBER STRESS INCREASE: 15.0% 6. ANCHOR TRUSS FOR A TOTAL PLATE STRESS INCREASE: 15.0% HORIZONTAL LOAD OF 135 LBS. LOADING LIVE DEAD (PSF) 7. FASTEN TRUSS TO BRG B TOP CHD 20.0 8.0 FOR 86 LBS OF UPLIFT, BTM CHD 0.0 15.0 WHILE PERMITTING NO UPWARD TOTAL 20.0 23.0 43.0 ouunii I//f MOVEMENT OF WALL OR BRG. SUPPORT CRITERIA H ^�I// JT TYPE HORZ VERT WIDTH �� N�" �,'/ FABRICATOR NOTES: LBS LBS IN-SX .... 0Q`J-‘ �STE.-N s j 1.BOTTOM CHORD LOADING SHOWN A PIN -1 267 3- 8 y sJ U` �9�'% i INCLUDES 10 PSF LIVE LOAD. B HORZ RLR 0 118 3- 8 ::: 0 Q� NO. tt? 2.IF NONE OF THE REACTIONS C HORZ RLR 0 86 3- 8 ' 60910419 sSHOWN IN THE "LOAD CASE #1" 7. STATE OFSECTION OF THIS DRAWING ARE LEFT RIGHT � 7s.......f4==-- SN,,AIDI,_ NEGATIVE THE "FASTEN TRUSS HEEL 2IN - 13SX -'inainta+ " \ FOR UPLIFT" NOTES IN THE A` \`��` "NOTES:" SECTION OF THIS MEMBR CSI P(LBS) ME1ST MQ2ND ///flit Itil \\ DRAWING ARE THE RESULT OF TOP CHORDS WIND DESIGN AND MAY BE A-B 0.20 68 C -104 0 IGNORED WHERE A CHECK OF BOTTOM CHORDS THE BLDG CODE ROOF TIE-DOWN A-C 0.20 0 T -138 0 O C T 3 0 2001 SECT DOES NOT RESULT IN THE WEBS REQUIREMENT OF ROOF TIES. DL+LL DEFL = 0.08" IN A-C LL DEFL = 0.01" < BRG-SPAN/360 SPAN/DEFL (DL+LL) = 853 2 JCA2 60000 10 912 OIDREES REGENT EL: A DRREGENT I T12 I DG 3-11-08 HO 5-07-06 HO 7-06 0/ IL 12 F-- 10 2-10-09 T1 4x4= A pv I �/ B 1 X. C TC 9-12 2-08-10 I 3-03-06 BC 6-00-00 4 6-00-00 - - Cr UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.12 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.16 2X 4 SP-#1 2130 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. WDG®A 2X 4 SP-#1 GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN REPETITIVE MEMBER STRESS USED. INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM LATERAL BRACING: SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH TOP CHORD - CONTINUOUS MEAN ROOF HEIGHT - 25' BTM CHORD - CONTINUOUS JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C TRUSS SPACING - 24.0 IN. A 2002 4.00 X 4.00 0.8 1.5 OCCUPANCY CATEGORY - 1 B 5. UNBALANCED LOADS CHECKED LOAD CASE #1 C (UNBLN LD FAC = 1.00, 0.00) . LUMBER STRESS INCREASE: 15.0% 6. FASTEN TRUSS TO BRG B PLATE STRESS INCREASE: 15.0% FOR 54 LBS OF UPLIFT, LOADING LIVE DEAD (PSF) WHILE PERMITTING NO UPWARD TOP CHD 20.0 8.0 MOVEMENT OF WALL OR BRG. BTM CHD 0.0 15.0 \`„`i�'��N /' TOTAL 20.0 23.0 43.0 \\\ `` u • // FABRICATOR NOTES: SUPPORT CRITERIA �� y" • '% // 1.BOTTOM CHORD LOADING SHOWN JT TYPE HORZ VERT WIDTH \ �1MNU��M�h SI� INCLUDES 10 PSF LIVE LOAD. LBS LBS IN-SX 0�o \STE9�'+� "/ 2.IF NONE OF THE REACTIONS A PIN -2 211 3- 8 Q 4r �.to �Q1 SHOWN IN THE 'LOAD CASE #1" B HORZ RLR 0 92 3- 8 .."E. 60910419 s — SECTION OF THIS DRAWING ARE C HORZ RLR 0 78 3- 8 i STATE OF NEGATIVE THE "FASTEN TRUSS oy ` FOR UPLIFT" NOTES IN THE LEFT RIGHT y,�gh�Y11u1M��d�`� "NOTES:" SECTION OF THIS HEEL 2IN - 13SX // �`�? �� DRAWING ARE THE RESULT OF MEMBR CSI P(LBS) M@1ST M@2ND /"ZONAL �77`\ WIND DESIGN AND MAY BE IGNORED WHERE A CHECK OF TOP CHORDS THE BLDG CODE ROOF TIE-DOWN A-B 0.12 42 C 27 0 SECT DOES NOT RESULT IN THE BOTTOM CHORDS REQUIREMENT OF ROOF TIES. A-C 0.16 0 T 415 0 OCT 3 0 2001 WEBS DL+LL DEFL = 0.06" IN A-C LL DEFL = 0.00" < BRG-SPAN/360 SPAN/DEFL (DL+LL) = 999 2 JCA2 60000 • 10 912 13IDREES REGENT EL: A DRREGENT 1 T13 DG 1-10-15 HO 5-07-05 HO 7-g� 10 4x4= A 1-06-09 T1 B1 R C TC 9-12 1-01-07 1 4-10-09 BC 6-00-00 - 6-00-00 C� UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.12 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.14 2X 4 SP-#1 2130 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. WDGOA 2X 4 SP-#1 GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN REPETITIVE MEMBER STRESS USED. INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM LATERAL BRACING: SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH TOP CHORD - CONTINUOUS MEAN ROOF HEIGHT - 25' BTM CHORD - CONTINUOUS JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C TRUSS SPACING - 24.0 IN. A 2002 4.00 X 4.00 0.8 1.5 OCCUPANCY CATEGORY - 1 B 5. UNBALANCED LOADS CHECKED LOAD CASE #1 C (UNBLN LD FAC = 1.00, 0.00) . LUMBER STRESS INCREASE: 15.0% PLATE STRESS INCREASE: 15.0% FABRICATOR NOTES: LOADING LIVE DEAD (PSF) 1.BOTTOM CHORD LOADING SHOWN TOP CHD 20.0 8.0 INCLUDES 10 PSF LIVE LOAD. BTM CHD 0.0 15.0 2.IF NONE OF THE REACTIONS TOTAL 20.0 23.0 43.0 SHOWN IN THE "LOAD CASE #1" SUPPORT CRITERIA SECTION OF THIS DRAWING ARE JT TYPE HORZ VERT WIDTH NEGATIVE THE "FASTEN TRUSS LBS LBS IN-SX FOR UPLIFT" NOTES IN THE A PIN -6 108 3- 8 "NOTES:" SECTION OF THIS B HORZ RLR 0 115 3- 8 DRAWING ARE THE RESULT OF C HORZ RLR 0 72 3- 8 WIND DESIGN AND MAY BE ,,,�� IGNORED WHERE A CHECK OF LEFT RIGHT � ,44, THE BLDG CODE ROOF TIE-DOWN HEEL 2IN - 13SX `\\\\ v" Heb /// SECT DOES NOT RESULT IN THE y�Q �E S REQUIREMENT OF ROOF TIES. MEMBR CSI P(LBS) MOIST M02ND `r \s i TOP CHORDS /(V Oat 5 st A-B 0.12 61 T -864 0 = 0 �6�1Q4l9 BOTTOM CHORDS TE La- li...... A-C 0.14 O T 793 0 i S?A WEBS 4� �VD1A��ynn...,00 DL+LL DEFL = 0.05" IN A-C /// SIONA`,G'\\\�' LL DEFL < BRG-SPAN/360 � nil IMO\‘‘ SPAN/DEFL (DL+LL) 999 .s ,*"... OCT 30 20Q1 I2 JCA2 10807 8 912 OIDREES REGENT EL: A DRREGENT I T14 DG 6-04-15 HO 1-07-06 HO 5-12 B 41) A l2 61---- 3-10-09 T1 3x4= A AO l C AL A TC 9-12 5-01-04 BC 1-08-07 i 3-04-13 .4 5-01-04 UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.19 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.20 2X 4 SP-41 2130 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. REPETITIVE MEMBER STRESS USED. GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A LATERAL BRACING: TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM TOP CHORD - CONTINUOUS SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH BTM CHORD - CONTINUOUS MEAN ROOF HEIGHT - 25' TRUSS SPACING - 24.0 IN. JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C A 2001 3.00 X 4.00 2.7 2.0 OCCUPANCY CATEGORY - 1 LOAD CASE #1 B 5. UNBALANCED LOADS CHECKED LUMBER STRESS INCREASE: 15.0% C (UNBLN LD FAC - 1.00, 0.00) . PLATE STRESS INCREASE: 15.0% 6. ANCHOR TRUSS FOR A TOTAL LOADING LIVE DEAD (PSF) HORIZONTAL LOAD OF 139 LBS. TOP CHD 20.0 8.0 7. FASTEN TRUSS TO BRG B BTM CHD 0.0 15.0 FOR 86 LBS OF UPLIFT, TOTAL 20.0 23.0 43.0 WHILE PERMITTING NO UPWARD SUPPORT CRITERIA MOVEMENT OF WALL OR ERG. JT REACT WIDTH JT REACT WIDTH 8. FASTEN TRUSS TO BRG C LBS IN-SX LBS IN-SX FOR 83 LBS OF UPLIFT, A 164 3- 8 B 111 3- 8 WHILE PERMITTING NO UPWARD C 110 3- 8 ��UUIIIIq��/ MOVEMENT OF WALL OR BRG. LEFT RIGHT \ y eh / FABRICATOR NOTES: , HEEL 1IN - 8SX \ Q ago 0,03�' T y 1.BOTTOM CHORD LOADING SHOWN yO �G\.�f E/9�y INCLUDES 10 PSF LIVE LOAD. MEMBR CSI P(LBS) MIST M@2ND _.tf 0 Na O ^ 2.IF NONE OF THE REACTIONS TOP CHORDS = �60910419 F - SHOWN IN THE "LOAD CASE #1" A-B 0.19 61 C -995 0 i STATE OF ' SECTION OF THIS DRAWING ARE BOTTOM CHORDS j /"�'��►`"��p . NEGATIVE THE "FASTEN TRUSS A-C 0.20 THE WEBS0 T -1534 0 ///', n�jjj14��`a \\`�� "NOTES:" SECTFOR UPLIFT" ION SOFNTHIS /,11,ON`AL,,`\ DRAWING ARE THE RESULT OF DL+LL DEFL = 0.05" IN A-B ,, WIND DESIGN AND MAY BE LL DEFL = 0.00" < BRG-SPAN/360 IGNORED WHERE A CHECK OF SPAN/DEFL (DL+LL) = 999 THE BLDG CODE ROOF TIE-DOWN SECT DOES NOT RESULT IN THE OCT 3 0 2001 REQUIREMENT OF ROOF TIES. 1 2 JCA2 10807 8 912 OIDREES REGENT EL: A DRREGENT I T15 I DG 3-05-00 HO 1-07-06 HO 5-12 411 70IL 2-02-09rea TC 9-12 2-07-04 BC 1-08-07 1 10-13 E] 2-07-04 C? UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.05 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.04 2X 4 SP-#1 2130 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. REPETITIVE MEMBER STRESS USED. GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN INCLUDES 15.01 INCREASE TRUSS IS DESIGNED AS A LATERAL BRACING: TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM TOP CHORD - CONTINUOUS SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH BTM CHORD - CONTINUOUS MEAN ROOF HEIGHT - 25' TRUSS SPACING - 24.0 IN. JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C A 2001 3.00 X 4.00 2.7 2.0 OCCUPANCY CATEGORY - 1 LOAD CASE #1 B 5. UNBALANCED LOADS CHECKED LUMBER STRESS INCREASE: 15.0% C (UNBLN LD FAC = 1.00, 0.00) . PLATE STRESS INCREASE: 15.0% LOADING LIVE DEAD (PSF) FABRICATOR NOTES: TOP CHD 20.0 8.0 1.BOTTOM CHORD LOADING SHOWN BTM CHD 0.0 15.0 INCLUDES 10 PSF LIVE LOAD. TOTAL 20.0 23.0 43.0 2.IF NONE OF THE REACTIONS SUPPORT CRITERIA SHOWN IN THE "LOAD CASE #1" JT TYPE HORZ VERT WIDTH SECTION OF THIS DRAWING ARE LBS LBS IN-SX NEGATIVE THE "FASTEN TRUSS A PIN -1 149 3- 8 FOR UPLIFT" NOTES IN THE B HORZ RLR 0 58 3- 8 "NOTES:' SECTION OF THIS C HORZ RLR 0 39 3- 8 \\�``v "'//,,//�/// DRAWING ARE THE RESULT OF rL Heil // WIND DESIGN AND MAY BE LEFT RIGHT `�Qr` sTEgs� j IGNORED WHERE A CHECK OF HEEL 1IN - 8SX y C! . THE BLDG CODE ROOF TIE-DOWN �� NO. �Q SECT DOES NOT RESULT IN THE MEMBR CSI P(LBS) M41,1ST M@2ND ='•') �60910419 REQUIREMENT OF ROOF TIES. TOP CHORDS $TA��R A-B 0.05 32 C -106 0 i BOTTOM CHORDS 14,zj 'b'fiuui A-C 0.04 0 T -3 0 5 _ 0 WEBS /��" ,`\~` jj(()111�� DL+LL DEFL = 0.00" IN A-B LL DEFL < BRG-SPAN/360 OCT 3 0 2001 SPAN/DEFL (DL+LL) = 999 [WI 4 4 . 3 320000 8 912 9121DREES REGENT EL: A DRREGENT I T16 ` 5x6= DG 19-06-00 B DG 19-06-00 HO 5-12 HO 5-12 AQ 8 12x8 i T 1 U lU F Sx8 G 11-01-12 4%, i 1L 4x6Al.= p 4x6= C as &Ss a-'\ - B1L E :1M D B1L - 5x8= 5x8= N N TC m 16-00-00 I 16-00-00 m BC 32-00-00 d 32-00-00 UniStar -- Version 40.0.412 DL+LL DEFL = 0.35" IN A-E NOTES: RUN DATE: 10- 3-01 LL DEFL = 0.05" < BRG-SPAN/360 1. TRUSSES MANUFACTURED BY - SPAN/DEFL (DL+LL) = 999 DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB 2. ANALYSIS CONFORMS TO TOP 0.60 2X 4 SP-#1 2130 PLATING CONFORMS TO TPI UBC (ANSI/TPI 1-1995) . BTM 0.70 2X 4 SP-#1 2130 (GROSS AREA METHOD) 3. EMPIRICAL ANALOG IS USED. WBS 0.49 2X 4 SP-#1 2130 VERIFY PLATE VALUES WITH 4. WIND LOADS - UBC,1988 EDITN EXCEPTIONS: TEE-LOK CORPORATION TRUSS IS DESIGNED AS A F-E 2X 4 SP-#3 980 GRIP BASED ON SYP LUMBER MAIN WIND-FORCE RES SYSTEM D-G SAME AS F-E PLATES - 20 GAUGE TL-20 WIND SPEED - 80 MPH REPETITIVE MEMBER STRESS USED. GRIPPING 561-393 PSI PER PAIR MEAN ROOF HEIGHT - 25' INCLUDES 15.0% INCREASE EXPOSURE CATEGORY - C LATERAL BRACING: TENSION 1030- 924 PLI PER PAIR OCCUPANCY CATEGORY - 1 TOP CHORD - CONTINUOUS SHEAR 970- 498 PLI PER PAIR 5. UNBALANCED LOADS CHECKED BTM CHORD - CONTINUOUS (UNBLN LD FAC = 1.00, 0.00) . TRUSS SPACING - 24.0 IN. JT TYPE PLATE SIZE X Y 6. FASTEN TRUSS TO BRG A A 2001 4.00 X 6.00 2.7 1.8 FOR 278 LBS OF UPLIFT, LOAD CASE #1 B 3010 5.00 X 6.00 CTR 2.2 WHILE PERMITTING NO UPWARD LUMBER STRESS INCREASE: 15.0% C 2001 4.00 X 6.00 2.7 1.8 MOVEMENT OF WALL OR BRG. PLATE STRESS INCREASE: 15.0% D 1110 5.00 X 8.00 CTR 3.0 7. FASTEN TRUSS TO ERG C LOADING LIVE DEAD (PSF) E 1110 5.00 X 8.00 CTR 3.0 FOR 277 LBS OF UPLIFT, TOP CHD 20.0 8.0 F 1102 5.00 X 8.00 CTR 3.0 WHILE PERMITTING NO UPWARD BTM CHD 0.0 15.0 G 1102 5.00 X 8.00 CTR 3.0 MOVEMENT OF WALL OR BRG. TOTAL 20.0 23.0 43.0 SUPPORT CRITERIA FABRICATOR NOTES: JT TYPE HORZ VERT WIDTH 1.BOTTOM CHORD LOADING SHOWN LBS LBS IN-SX INCLUDES 10 PSF LIVE LOAD. A PIN 0 1425 3- 8 \\\```„`t H+I,/^',/// 2.IF NONE OF THE REACTIONS C HORZ RLR 0 1425 3- 8 r V. %/ / SHOWN IN THE "LOAD CASE #1• �` nU�Y�pMAb /i SECTION OF THIS DRAWING ARE LEFT RIGHT .y0��\ST�9� i NEGATIVE THE "FASTEN TRUSS HEEL lIN - 8SX lIN - BSX �� NO. Q tSI) FOR UPLIFT" NOTES IN THE 7 6Q910419 a "NOTES:" SECTION OF THIS MEMBR CSI P(LBS) MOIST M®2ND i STATE OF I DRAWING ARE THE RESULT OF TOP CHORDS / � WIND DESIGN AND MAY BE A-F 0.60 1804 C 2000 -3906 j +nniw�an"� �� IGNORED WHERE A CHECK OF F-B 0.60 1620 C 3906 -2494 // �, �` THE BLDG CODE ROOF TIE-DOWN B-G 0.60 1620 C 2494 -3906 �/;41,"./.(r()NA,,,,t',,\\ SECT DOES NOT RESULT IN THE G-C 0.60 1804 C 3906 -2001 REQUIREMENT OF ROOF TIES. BOTTOM CHORDS A-E 0.70 1510 T 2109 -3471 OCT 3 0 [WI E-D 0.62 1001 T 3471 -3471 1 D-C 0.70 1510 T 3471 -2109 WEBS F-E = 415 C E-B = 788 T B-D = 788 T D-G = 415 C 1 SP 320000 8 912 9121DREES REGENT EL: A DRREGENT I T17 I 4x6= DG 17-04-00 B DG 3-06-07 HO 5-12 HO 5-12 12 12 T1U �8 8 5x8•1> 4x6• K 2 L FA)7ti3 9-11-05 f' , �E l z - SxB= 5x6 T1 1 2': : 1 C T3 D 8 3x6= A ' 4x6= 7� 9 E Bib B1R I H G F \ J 7x8= 4x6= 5x6= 3x611 3x6 11 N N TC m 14-02-06 I 11-05-14 1 3-07-05 1 20807 °I BC 32-00-00 tI .4 32-00-00 D UniStar -- Version 40.0.412 PLATING CONFORMS TO TPI NOTES: RUN DATE: 10- 3-01 (GROSS AREA METHOD) 1. TRUSSES MANUFACTURED BY - VERIFY PLATE VALUES WITH DAVIDSON INDUSTRIES CSI SIZE LUMBER 1.15FB TEE-LOK CORPORATION 2. ANALYSIS CONFORMS TO TOP 0.43 2X 4 SP-#1 2130 GRIP BASED ON SYP LUMBER UBC (ANSI/TPI 1-1995) . BTM 0.62 2X 6 SP-#1 1900 PLATES - 20 GAUGE TL-20 3. EMPIRICAL ANALOG IS USED. WBS 0.86 2X 4 SP-#3 980 GRIPPING 561-393 PSI PER PAIR 4. WIND LOADS - UBC,1988 EDITN EXCEPTIONS: INCLUDES 15.0% INCREASE TRUSS IS DESIGNED AS A C-D 2X 6 SP-#1 1900 TENSION 1030- 924 PLI PER PAIR MAIN WIND-FORCE RES SYSTEM K-I 2X 4 SP-#2 1720 SHEAR 970- 498 PLI PER PAIR WIND SPEED - 80 MPH I-B I-L SAME AS K-I MEAN ROOF HEIGHT - 25' REPETITIVE MEMBER STRESS USED. JT TYPE PLATE SIZE X Y EXPOSURE CATEGORY - C A 2001 3.00 X 6.00 5.9 3.2 OCCUPANCY CATEGORY - 1 LATERAL BRACING: B 3001 4.00 X 6.00 CTR CTR 5. UNBALANCED LOADS CHECKED TOP CHORD - CONTINUOUS C 5094 5.00 X 8.00 5.0 4.2 (UNBLN LD FAC - 1.00, 0.00) . BTM CHORD - CONTINUOUS D 5151 5.00 X 6.00 CTR CTR 6. PROVIDE DRAINAGE TO ONE BRACE - K-I I-L •- E 2001 4.00 X 6.00 5.7 3.8 PREVENT WATER PONDING. TRUSS SPACING - 24.0 IN. F 1001 3.00 X 6.00 CTR CTR 7. FASTEN TRUSS TO BRG A G 1050 5.00 X 6.00 CTR CTR FOR 273 LBS OF UPLIFT, LOAD CASE #1 H 1050 4.00 X 6.00 CTR CTR WHILE PERMITTING NO UPWARD LUMBER STRESS INCREASE: 15.0% I 1170 7.00 X 8.00 CTR 5.0 MOVEMENT OF WALL OR BRG. PLATE STRESS INCREASE: 15.0% J 1001 3.00 X 6.00 CTR CTR 8. FASTEN TRUSS TO BRG E LOADING LIVE DEAD (PSF) K 1150 5.00 X 8.00 CTR 3.0 FOR 262 LBS OF UPLIFT, TOP CHD 20.0 8.0 L 1050 4.00 X 6.00 CTR CTR WHILE PERMITTING NO UPWARD BTM CHD 0.0 15.0 MOVEMENT OF WALL OR BRG. TOTAL 20.0 23.0 43.0 SUPPORT CRITERIA FABRICATOR NOTES: JT TYPE HORZ VERT WIDTH 1.BOTTOM CHORD LOADING SHOWN LBS LBS IN-SX INCLUDES 10 PSF LIVE LOAD. A PIN 0 1425 3- 8 2.IF NONE OF THE REACTIONS E HORZ RLR 0 1424 3- 8 SHOWN IN THE "LOAD CASE #1" LEFT RIGHT \\��A\`11`,`j"I'I/f,, SECTION OF��// NEGATIVE THE "FASTEN DRAWING ITRUSSE FOR UPLIFT" NOTES IN THE MEMBR CSI P(LBS) MIST M@2ND �`\" . Ee>.ys ',% DRAWING"ARE CTHE IONRESULT THIS TOP CHORDS (� �\ 9t �� WIND DESIGN AND MAY BE A-K 0.43 1911 C 2141 -2774 0 - _ 7 IGNORED WHERE A CHECK OF K-B 0.42 1386 C 2774 -1953 6p910419 THE BLDG CODE ROOF TIE-DOWN B-L 0.38 1385 C 1950 -2545 �• STATE OF SECT DOES NOT RESULT IN THE L-C 0.41 2396 C 2545 900 i '� REQUIREMENT OF ROOF TIES. C-D 0.15 3626 C 1252 -1524 �� *3-ALL CONTINUOUS LATERAL D-E 0.19 2099 C -604 -1055 nDItek�a \ BRACES MUST BE RESTRAINED _crl BOTTOM ENT J-I 0.2OVEMENT 8 11593 T 593CT CHORDS TO -1313 '/''�h SiONA` \\�'�`` OF THE VBRACE IFRALLL MBRACED I/t(��( 1�\I MEMBERS BUCKLE IN THE SAME I-H 0.33 2022 T 1313 -1506 DIRECTION. SEE HIB-91 H-G 0.62 3626 T 1506 3297 SUMMARY SHEET FRAME 4 G-F 0.40 1717 T -3297 -814 AND BUILDING DESIGNER F-E 0.31 1717 T 814 -1788 O C T 0 2001 REQUIREMENTS. WEBS 3 W� J-K = 226 T K-I = 573 C I-B = 1161 T I-L = 1080 C H-L = 829 T H-C = 1702 C G-C = 945 C G-D = 2105 T F-D = 148 T DL+LL DEFL = 0.32" IN B-L LL DEFL = 0.11" c BRG-SPAN/360 SPAN/DEFL (DL+LL) = 999