Proceso Procesamiento de Dosímetros

2. Código Fuente

2.1. Proceso Procesamiento de Dosímetros

22861

B12

1

TRUSS DESC.

Ave-Vancouver-BC

Alliance Truss Ltd., Abbotsford, B.C. V2S 7P6, Andrew Hubbard Version 8.200 S Dec 12 2017 MiTek Industries, Inc. Mon Aug 20 09:37:42 2018 Page 1

ID:lbC?1uPKiXnTNjg1y8fI7_yvCNR-wyaIqN?p823C9ekXfOO6pCGTTYimkBUEDSCqqEylzEd

Scale = 1:26.9 W1 T1 T2 W3 B1 ST1 ST2 ST3 ST4 ST5 ST6 W2 A B C D E F _G _H I J K S R Q P O N M L 3x6 6x8 4x6 6x8 2-6-8 14-1-12 0-0 2-0-0 2-0-0 2-0-0 4-0-0 2-0-0 6-0-0 2-0-0 8-0-0 2-0-0 10-0-0 2-0-0 12-0-0 1-9-4 13-9-4 -2-6-8 2-6-8 0-0 2-0-0 2-0-0 2-0-0 4-0-0 2-0-0 6-0-0 2-0-0 8-0-0 2-0-0 10-0-04-310-4-31-7-13 12-0-0 1-9-4 13-9-44-814-1-12 1 -6 -1 2 1 -3 -0 1 -7 -1 0 1 -4 -4 0.36 12 TOTAL WEIGHT = 52 lb LUMBER N. L. G. A. RULES

CHORDS SIZE LUMBER DESCR. S - B 2x4 DRY No.2 SPF A - H 2x6 DRY No.2 SPF H - K 2x6 DRY No.2 SPF L - J 2x4 DRY No.2 SPF S - L 2x4 DRY No.2 SPF ALL WEBS 2x3 DRY No.2 SPF EXCEPT

B - R 2x4 DRY No.2 SPF ALL GABLE WEBS

2x3 DRY No.2 SPF DRY: SEASONED LUMBER.

GABLE STUDS SPACED AT 2-0-0 OC.

PLATES (table is in inches)

JT TYPE PLATES W LEN Y X B TMVW-t MT20 6.0 8.0 2.75 2.75 C, D, E, F, G, I C TMW+w MT20 1.5 4.0 H TT+p MT20 4.0 6.0 5.50 2.00 J TMV+p MT20 1.5 4.0 L BMV1+p MT20 1.5 4.0 M, N, O, P, Q M BMW1+w MT20 1.5 4.0 R BMWW1-t MT20 6.0 8.0 3.00 2.50 S BMV1+p MT20 3.0 6.0 3.00 0.75

DIMENSIONS, SUPPORTS AND LOADINGS SPECIFIED BY FABRICATOR TO BE VERIFIED BY BUILDING DESIGNER

PROVIDE ADEQUATE DRAINAGE TO PREVENT PONDING

BEARINGS

THIS TRUSS DESIGNED FOR CONTINUOUS BEARINGS. THIS TRUSS REQUIRES RIGID SHEATHING ON EXPOSED FACE.

PROVIDE ANCHORAGE AT ALL BEARING JOINTS FOR 150 LBS FACTORED UPLIFT EXCEPT S:1378 LBS,R:1624 LBS.

NOTE: ANCHORAGE REQUIRED FOR LARGE UPLIFT FORCES, SHALL BE PROVIDED BY BUILDG. DESIGNER PROVIDE FOR 79 LBS FACTORED HORIZONTAL REACTION AT JOINT S HORIZONTAL REACTIONS

1ST LCASE MAX./MIN. COMPONENT REACTIONS

COMBINED SNOW LIVE PERM.LIVE WIND DEAD SOIL S --- 0 / 0 0 / 0 0 / 0 38 / -57 0 / 0 0 /0 BEARING MATERIAL TO BE SPF NO.2 OR BETTER AT JOINT(S)

BRACING

MAX. UNBRACED TOP CHORD LENGTH = 4.83 FT.

MAX. UNBRACED BOTTOM CHORD LENGTH = 4.37 FT OR RIGID CEILING DIRECTLY APPLIED. ALL PITCH BREAKS AND PERIMETER CORNER JOINTS MUST BE LATERALLY RESTRAINED.

LOADING

TOTAL LOAD CASES: (24)

C H O R D S W E B S

MAX. FACTORED FACTORED MAX. FACTORED MEMB. FORCE VERT. LOAD LC1 MAX MAX. MEMB. FORCE MAX

(LBS) (PLF) CSI (LC)UNBRAC (LBS) CSI (LC) FR-TO FROM TO LENGTHFR-TO

S- B -1769 / 1389 0.0 0.0 0.33 (23) 6.04 A- B -5 / 0 -135.3 -135.3 0.32 (3) 10.00 B- C -2551 / 2559 -135.3 -135.3 0.61 (23) 4.83 C- D -2153 / 2155 -135.3 -135.3 0.43 (23) 5.38 D- E -1753 / 1755 -135.3 -135.3 0.34 (23) 5.85 E- F -1353 / 1354 -135.3 -135.3 0.26 (23) 6.25 F- G -953 / 953 -135.3 -135.3 0.19 (23) 6.25 G- H -717 / 718 -135.3 -135.3 0.14 (23) 6.25 H- I -521 / 520 -135.3 -135.3 0.12 (23) 6.25 I- J -178 / 178 -135.3 -135.3 0.06 (23) 6.25 J- K 0 / 0 -135.3 -135.3 0.01 (3) 10.00 L- J -144 / 49 0.0 0.0 0.02 (3) 7.81 S- R -200 / 200 -17.5 -17.5 0.06 (23) 6.25 R- Q -2156 / 2153 -17.5 -17.5 0.54 (24) 4.37 Q- P -1755 / 1753 -17.5 -17.5 0.44 (24) 4.83 P- O -1355 / 1354 -17.5 -17.5 0.34 (24) 5.40 O- N -954 / 954 -17.5 -17.5 0.25 (24) 6.23 N- M -554 / 555 -17.5 -17.5 0.15 (24) 6.25 M- L -177 / 177 -17.5 -17.5 0.05 (24) 6.25 R- C -262 / 251 0.06 (3) Q- D -332 / 105 0.05 (1) P- E -264 / 103 0.04 (2) O- F -292 / 111 0.04 (2) N- G -260 / 80 0.04 (1) M- I -286 / 110 0.04 (3) B- R -3204 / 3200 0.79 (24)

TRUSS HAS BEEN CHECKED FOR UNBALANCED LOADING AS PER NBCC 4.1.6.2.(8)

[M] DESIGN CRITERIA SPECIFIED LOADS: TOP CH. LL = 34.3 PSF DL = 13.0 PSF BOT CH. LL = 0.0 PSF (*) DL = 7.0 PSF TOTAL LOAD = 54.3 PSF SPACING = 24.0 IN. C/C

THIS TRUSS IS DESIGNED FOR COMMERCIAL OR INDUSTRIAL BUILDING REQUIREMENTS OF PART 4, NBCC 2010

THIS DESIGN COMPLIES WITH:

- PART 4 OF OBC 2012 , BCBC 2012 , ABC 2014 - CSA 086-09

- TPIC 2011

(*)- BC LL SPECIFIED BY FABRICATOR, DOES NOT COMPLY WITH NBC TABLE 4.1.5.3. LOADING TO BE VERIFIED BY BUILDING DESIGNER

DESIGN ASSUMPTIONS

- SLOPE REDUCTION FACTOR NOT USED -OVERHANG NOT TO BE ALTERED OR CUT OFF. (80 % OF 37.6 P.S.F. G.S.L. PLUS 4.2 P.S.F. RAIN LOAD) TIMES IMPORTANCE FACTOR EQUALS 34.3 P.S.F. SPECIFIED ROOF LIVE LOAD

CSI: TC=0.61/1.00 (B-C:23) , BC=0.54/1.00 (Q-R:24) , WB=0.79/1.00 (B-R:24) , SSI=0.23/1.00 (B-C:1) DOL LUMBER=1.00 NAIL=1.00 LS BEND=1.10 COMP=1.10 SHEAR=1.10 TENS= 1.10

SNOW LOAD IMPORTANCE FACTOR = 1.00 WIND LOAD IMPORTANCE FACTOR = 1.00 SEISMIC LOAD IMPORTANCE FACTOR= 1.00 COMPANION LIVE LOAD FACTOR = 0.50

TRUSS PLATE MANUFACTURER IS NOT RESPONSIBLE FOR QUALITY CONTROL IN THE TRUSS

MANUFACTURING PLANT . NAIL VALUES

PLATE GRIP(DRY) SHEAR SECTION (PSI) (PLI) (PLI) MAXMIN MAXMIN MAXMIN MT20 618 354 1667 822 2284 1656 PLATE PLACEMENT TOL. = 0.250 inches PLATE ROTATION TOL. = 5.0 Deg. JSI GRIP= 0.87 (R) (INPUT = 0.90 ) JSI METAL= 0.80 (B) (INPUT = 1.00 )

22861

C1

1

TRUSS DESC.

Alliance Truss Ltd., Abbotsford, B.C. V2S 7P6, Andrew Hubbard Version 8.200 S Dec 12 2017 MiTek Industries, Inc. Mon Aug 20 09:37:43 2018 Page 1

ID:lbC?1uPKiXnTNjg1y8fI7_yvCNR-O88g1i0RvLB3nnJjD6vLLPpcZy2ZTqzOS6xNMgylzEc

Scale = 1:13.1 W1 T1 W3 B1 W2 A B C E D F 4x4 1.5x4 4x4 1.5x4 2-6-8 3-4-14 0-0 3-4-14 3-4-14 -2-6-8 2-6-8 0-0 3-4-14 3-4-14 1 -6 -1 2 1 -7 -1 0 1 -5 -8 0.36 12 TOTAL WEIGHT = 20 lb LUMBER N. L. G. A. RULES

CHORDS SIZE LUMBER DESCR. E - B 2x4 DRY No.2 SPF A - C 2x6 DRY No.2 SPF D - C 2x4 DRY No.2 SPF E - D 2x6 DRY No.2 SPF ALL WEBS 2x3 DRY No.2 SPF DRY: SEASONED LUMBER.

GABLE STUDS SPACED AT 2-0-0 OC.

PLATES (table is in inches)

JT TYPE PLATES W LEN Y X B TMV+p MT20 1.5 4.0 C TMVW-t MT20 4.0 4.0 D BMV1+p MT20 1.5 4.0 E BMVW1-t MT20 4.0 4.0

HANGERS NOTES

1) SPECIAL HANGER(S) OR CONNECTION(S) REQUIRED TO SUPPORT CONCENTRATED LOAD(S) 234.7 lbs FACTORED DOWN AND 54.6 lbs FACTORED UP AT -2-6-7 ON TOP CHORD, AND 755.8 lbs FACTORED DOWN AND 213.2 lbs FACTORED UP AT 2-0-8 ON BOTTOM CHORD. DESIGN FOR UNSPECIFIED CONNECTION(S) IS DELEGATED TO THE BUILDING DESIGNER.

DIMENSIONS, SUPPORTS AND LOADINGS SPECIFIED BY FABRICATOR TO BE VERIFIED BY BUILDING DESIGNER

PROVIDE ADEQUATE DRAINAGE TO PREVENT PONDING

BEARINGS

FACTORED MAXIMUM FACTORED INPUT REQRD GROSS REACTION GROSS REACTION BRG BRG JT VERT HORZ DOWN HORZ UPLIFT IN-SX IN-SX E 1402 0 1407 -65 -371 1-3-4 6-10 D 429 0 456 0 -129 HANGER BY OTHERS

MIN. SEAT SIZE: 1-8 PROVIDE ANCHORAGE AT BEARING JOINT E FOR 371 LBS FACTORED UPLIFT PROVIDE ANCHORAGE AT BEARING JOINT D FOR 150 LBS FACTORED UPLIFT PROVIDE FOR 65 LBS FACTORED HORIZONTAL REACTION AT JOINT E

UNFACTORED REACTIONS

1ST LCASE MAX./MIN. COMPONENT REACTIONS

JT COMBINED SNOW LIVE PERM.LIVE WIND DEAD SOIL E 989 659 / 0 0 / 0 0 / 0 13 / -477 330 / 0 0 / 0 D 305 208 / -135 0 / 0 0 / 0 0 / -166 115 / 0 0 / 0 HORIZONTAL REACTIONS

E --- 0 / 0 0 / 0 0 / 0 35 / -47 0 / 0 0 /0 BEARING MATERIAL TO BE SPF NO.2 OR BETTER AT JOINT(S) E

BRACING

MAX. UNBRACED TOP CHORD LENGTH = 6.25 FT.

MAX. UNBRACED BOTTOM CHORD LENGTH = 10.00 FT OR RIGID CEILING DIRECTLY APPLIED. ALL PITCH BREAKS AND PERIMETER CORNER JOINTS MUST BE LATERALLY RESTRAINED.

LOADING

TOTAL LOAD CASES: (19)

C H O R D S W E B S

MAX. FACTORED FACTORED MAX. FACTORED MEMB. FORCE VERT. LOAD LC1 MAX MAX. MEMB. FORCE MAX

(LBS) (PLF) CSI (LC)UNBRAC (LBS) CSI (LC) FR-TO FROM TO LENGTHFR-TO

E- B -1080 / 304 0.0 0.0 0.12 (1) 7.60 A- B -12 / 0 -135.3 -135.3 0.71 (1) 6.25 B- C -14 / 19 -135.3 -135.3 0.71 (1) 6.25 D- C 0 / 245 0.0 0.0 0.04 (19) 10.00 E- F -8 / 22 -17.5 -17.5 0.51 (2) 10.00 F- D -8 / 22 -17.5 -17.5 0.51 (2) 10.00 E- C -19 / 38 0.01 (11)

FACTORED CONCENTRATED LOADS (LBS)

JT LOC. LC1 MAX- MAX+ FACE DIR. TYPE A -2-6-7 -211 -235 55 FRONT VERT TOTAL F 2-0-8 -756 -756 213 BACK VERT TOTAL TRUSS HAS BEEN CHECKED FOR UNBALANCED LOADING AS PER NBCC 4.1.6.2.(8)

CANTILEVER ANALYSIS HAS BEEN CONSIDERED IN THIS DESIGN

WIND LOAD APPLIED IS DERIVED FROM REFERENCE VELOCITY PRESSURE OF { 9.4} PSF AT {53-7-0} FT-IN-SX REFERENCE HEIGHT ABOVE GRADE AND USING EXTERNAL PEAK COEFFICIENTS, CpCg, BASED ON THE {MAIN WIND FORCE RESISTING SYSTEM}.INTERNAL WIND PRESSURE IS BASED ON DESIGN {CATEGORY 2}. BUILDING MAY BE LOCATED ON {OPEN TERRAIN}, AND TRUSS IS DESIGNED TO BE LOCATED AT LEAST {0-0} FT-IN-SX AWAY FROM EAVE.

[M]

DESIGN CRITERIA

*** SPECIAL LOADS ANALYSIS ***

GEOMETRY AND/OR BASIC LOADS CHANGED BY USER. LOADS WERE DERIVED FROM USER INPUT NO FURTHER MODIFICATIONS WERE MADE SPECIFIED LOADS: TOP CH. LL = 34.3 PSF DL = 13.0 PSF BOT CH. LL = 0.0 PSF (*) DL = 7.0 PSF TOTAL LOAD = 54.3 PSF SPACING = 24.0 IN. C/C

*** NON STANDARD GIRDER ***

ADDT'L USER-DEFINED LOADS APPLIED TO ALL LOAD CASES.

THIS TRUSS IS DESIGNED FOR COMMERCIAL OR INDUSTRIAL BUILDING REQUIREMENTS OF PART 4, NBCC 2010

THIS DESIGN COMPLIES WITH:

- PART 4 OF OBC 2012 , BCBC 2012 , ABC 2014 - CSA 086-09

- TPIC 2011

(*)- BC LL SPECIFIED BY FABRICATOR, DOES NOT COMPLY WITH NBC TABLE 4.1.5.3. LOADING TO BE VERIFIED BY BUILDING DESIGNER

DESIGN ASSUMPTIONS

- SLOPE REDUCTION FACTOR NOT USED -OVERHANG NOT TO BE ALTERED OR CUT OFF. (80 % OF 37.6 P.S.F. G.S.L. PLUS 4.2 P.S.F. RAIN LOAD) TIMES IMPORTANCE FACTOR EQUALS 34.3 P.S.F. SPECIFIED ROOF LIVE LOAD

ALLOWABLE DEFL.(LL)= L/360 (0.19") CALCULATED VERT. DEFL.(LL) = L/ 999 (0.01") ALLOWABLE DEFL.(TL)= L/180 (0.23") CALCULATED VERT. DEFL.(TL) = L/ 999 (0.03") CSI: TC=0.71/1.00 (B-C:1) , BC=0.51/1.00 (D-E:2) , WB=0.01/1.00 (C-E:11) , SSI=0.37/1.00 (A-B:1) DOL LUMBER=1.00 NAIL=1.00 LS BEND=1.00 COMP=1.00 SHEAR=1.00 TENS= 1.00

SNOW LOAD IMPORTANCE FACTOR = 1.00 WIND LOAD IMPORTANCE FACTOR = 1.00 COMPANION LIVE LOAD FACTOR = 0.50

TRUSS PLATE MANUFACTURER IS NOT RESPONSIBLE FOR QUALITY CONTROL IN THE TRUSS

MANUFACTURING PLANT . NAIL VALUES

PLATE GRIP(DRY) SHEAR SECTION (PSI) (PLI) (PLI) MAXMIN MAXMIN MAXMIN MT20 618 354 1667 822 2284 1656 PLATE PLACEMENT TOL. = 0.250 inches PLATE ROTATION TOL. = 5.0 Deg. JSI GRIP= 0.74 (B) (INPUT = 0.90 ) JSI METAL= 0.27 (B) (INPUT = 1.00 )

This document has been electronically certified with digital certificate and encryption technology authorized by APEGBC. The authoritative original is in electronic form transmitted to you. Any printed version can be relied upon as a true copy of the original when supplied by the original author, bearing images of the professional seal and digital certificate or when printed from the digitally certified electronic file sent to you.

22861

C2

5

1

TRUSS DESC.

Ave-Vancouver-BC

Alliance Truss Ltd., Abbotsford, B.C. V2S 7P6, Andrew Hubbard Version 8.200 S Dec 12 2017 MiTek Industries, Inc. Mon Aug 20 09:37:44 2018 Page 1

ID:lbC?1uPKiXnTNjg1y8fI7_yvCNR-sKi2F214gfJwOxuvmpQaudLuwMVpCHEXhmhxu6ylzEb

Scale = 1:13.1 W1 T1 W3 B1 W2 A B C E D 3x4 1.5x4 1.5x4 3x4 2-6-8 3-4-14 0-0 3-4-14 3-4-14 -2-6-8 2-6-8 0-0 3-4-14 3-4-14 1 -6 -1 2 1 -7 -1 0 1 -5 -8 0.36 12 TOTAL WEIGHT = 5 X 18 = 92 lb LUMBER N. L. G. A. RULES

CHORDS SIZE LUMBER DESCR. E - B 2x3 DRY No.2 SPF A - C 2x6 DRY No.2 SPF D - C 2x3 DRY No.2 SPF E - D 2x4 DRY No.2 SPF ALL WEBS 2x3 DRY No.2 SPF DRY: SEASONED LUMBER.

PLATES (table is in inches)

JT TYPE PLATES W LEN Y X B TMV+p MT20 1.5 4.0 C TMVW+p MT20 3.0 4.0 D BMV1+p MT20 1.5 4.0 E BMVW1-t MT20 3.0 4.0

DIMENSIONS, SUPPORTS AND LOADINGS SPECIFIED BY FABRICATOR TO BE VERIFIED BY BUILDING DESIGNER

PROVIDE ADEQUATE DRAINAGE TO PREVENT PONDING

BEARINGS

FACTORED MAXIMUM FACTORED INPUT REQRD GROSS REACTION GROSS REACTION BRG BRG JT VERT HORZ DOWN HORZ UPLIFT IN-SX IN-SX E 731 0 731 -70 -190 HANGER BY OTHERS

MIN. SEAT SIZE: 1-8 D 133 0 143 0 -66 HANGER BY OTHERS

MIN. SEAT SIZE: 1-8 PROVIDE ANCHORAGE AT BEARING JOINT E FOR 190 LBS FACTORED UPLIFT PROVIDE ANCHORAGE AT BEARING JOINT D FOR 150 LBS FACTORED UPLIFT PROVIDE FOR 70 LBS FACTORED HORIZONTAL REACTION AT JOINT E

UNFACTORED REACTIONS

1ST LCASE MAX./MIN. COMPONENT REACTIONS

JT COMBINED SNOW LIVE PERM.LIVE WIND DEAD SOIL E 513 355 / 0 0 / 0 0 / 0 0 / -238 159 / 0 0 / 0 D 96 52 / -65 0 / 0 0 / 0 25 / -58 44 / 0 0 / 0 HORIZONTAL REACTIONS

E --- 0 / 0 0 / 0 0 / 0 38 / -50 0 / 0 0 /0

BRACING

MAX. UNBRACED TOP CHORD LENGTH = 6.25 FT.

MAX. UNBRACED BOTTOM CHORD LENGTH = 10.00 FT OR RIGID CEILING DIRECTLY APPLIED. ALL PITCH BREAKS AND PERIMETER CORNER JOINTS MUST BE LATERALLY RESTRAINED.

LOADING

TOTAL LOAD CASES: (19)

C H O R D S W E B S

MAX. FACTORED FACTORED MAX. FACTORED MEMB. FORCE VERT. LOAD LC1 MAX MAX. MEMB. FORCE MAX

(LBS) (PLF) CSI (LC)UNBRAC (LBS) CSI (LC) FR-TO FROM TO LENGTHFR-TO

E- B -701 / 209 0.0 0.0 0.10 (1) 7.81 A- B -5 / 0 -135.3 -135.3 0.29 (1) 10.00 B- C -14 / 21 -135.3 -135.3 0.29 (1) 6.25 D- C -113 / 88 0.0 0.0 0.03 (14) 7.81 E- D -9 / 24 -17.5 -17.5 0.06 (18) 10.00 E- C -22 / 40 0.01 (11)

TRUSS HAS BEEN CHECKED FOR UNBALANCED LOADING AS PER NBCC 4.1.6.2.(8)

CANTILEVER ANALYSIS HAS BEEN CONSIDERED IN THIS DESIGN

[M] DESIGN CRITERIA SPECIFIED LOADS: TOP CH. LL = 34.3 PSF DL = 13.0 PSF BOT CH. LL = 0.0 PSF (*) DL = 7.0 PSF TOTAL LOAD = 54.3 PSF SPACING = 24.0 IN. C/C

THIS TRUSS IS DESIGNED FOR COMMERCIAL OR INDUSTRIAL BUILDING REQUIREMENTS OF PART 4, NBCC 2010

THIS DESIGN COMPLIES WITH:

- PART 4 OF OBC 2012 , BCBC 2012 , ABC 2014 - CSA 086-09

- TPIC 2011

(*)- BC LL SPECIFIED BY FABRICATOR, DOES NOT COMPLY WITH NBC TABLE 4.1.5.3. LOADING TO BE VERIFIED BY BUILDING DESIGNER

DESIGN ASSUMPTIONS

- SLOPE REDUCTION FACTOR NOT USED -OVERHANG NOT TO BE ALTERED OR CUT OFF. (80 % OF 37.6 P.S.F. G.S.L. PLUS 4.2 P.S.F. RAIN LOAD) TIMES IMPORTANCE FACTOR EQUALS 34.3 P.S.F. SPECIFIED ROOF LIVE LOAD

ALLOWABLE DEFL.(TL)= L/180 (0.23") CALCULATED VERT. DEFL.(TL) = L/ 999 (0.01") CSI: TC=0.29/1.00 (B-C:1) , BC=0.06/1.00 (D-E:18) , WB=0.01/1.00 (C-E:11) , SSI=0.22/1.00 (B-C:1) DOL LUMBER=1.00 NAIL=1.00 LS BEND=1.10 COMP=1.10 SHEAR=1.10 TENS= 1.10

SNOW LOAD IMPORTANCE FACTOR = 1.00 WIND LOAD IMPORTANCE FACTOR = 1.00 COMPANION LIVE LOAD FACTOR = 0.50

TRUSS PLATE MANUFACTURER IS NOT RESPONSIBLE FOR QUALITY CONTROL IN THE TRUSS

MANUFACTURING PLANT . NAIL VALUES

PLATE GRIP(DRY) SHEAR SECTION (PSI) (PLI) (PLI) MAXMIN MAXMIN MAXMIN MT20 618 354 1667 822 2284 1656 PLATE PLACEMENT TOL. = 0.250 inches PLATE ROTATION TOL. = 5.0 Deg. JSI GRIP= 0.70 (E) (INPUT = 0.90 ) JSI METAL= 0.17 (B) (INPUT = 1.00 )

22861

C3

1

TRUSS DESC.

Alliance Truss Ltd., Abbotsford, B.C. V2S 7P6, Andrew Hubbard Version 8.200 S Dec 12 2017 MiTek Industries, Inc. Mon Aug 20 09:37:45 2018 Page 1

ID:lbC?1uPKiXnTNjg1y8fI7_yvCNR-KXGQSO2iRzSn05T6KXxpRqu?cmmgxkbhvQQURZylzEa

Scale = 1:13.1 W1 T1 W2 B1 A B C E D 2x4 2x4 2x4 2x4 2-6-8 3-4-14 0-0 3-4-14 3-4-14 -2-6-8 2-6-8 0-0 3-4-14 3-4-14 1 -6 -1 2 1 -7 -1 0 1 -5 -8 0.36 12 TOTAL WEIGHT = 16 lb LUMBER N. L. G. A. RULES

CHORDS SIZE LUMBER DESCR. E - B 2x4 DRY No.2 SPF A - C 2x6 DRY No.2 SPF D - C 2x4 DRY No.2 SPF E - D 2x4 DRY No.2 SPF DRY: SEASONED LUMBER.

GABLE STUDS SPACED AT 2-0-0 OC.

PLATES (table is in inches)

JT TYPE PLATES W LEN Y X B TMV+p MT20 2.0 4.0 C TMV+p MT20 2.0 4.0 D BMV1+p MT20 2.0 4.0 E BMV1+p MT20 2.0 4.0

DIMENSIONS, SUPPORTS AND LOADINGS SPECIFIED BY FABRICATOR TO BE VERIFIED BY BUILDING DESIGNER

PROVIDE ADEQUATE DRAINAGE TO PREVENT PONDING

BEARINGS

THIS TRUSS DESIGNED FOR CONTINUOUS BEARINGS. THIS TRUSS REQUIRES RIGID SHEATHING ON EXPOSED FACE.

PROVIDE ANCHORAGE AT ALL BEARING JOINTS FOR 150 LBS FACTORED UPLIFT EXCEPT E:190 LBS,D:193 LBS.

PROVIDE FOR 70 LBS FACTORED HORIZONTAL REACTION AT JOINT E HORIZONTAL REACTIONS

1ST LCASE MAX./MIN. COMPONENT REACTIONS

COMBINED SNOW LIVE PERM.LIVE WIND DEAD SOIL E --- 0 / 0 0 / 0 0 / 0 38 / -50 0 / 0 0 /0 BEARING MATERIAL TO BE SPF NO.2 OR BETTER AT JOINT(S)

BRACING

MAX. UNBRACED TOP CHORD LENGTH = 6.25 FT.

MAX. UNBRACED BOTTOM CHORD LENGTH = 6.25 FT OR RIGID CEILING DIRECTLY APPLIED. ALL PITCH BREAKS AND PERIMETER CORNER JOINTS MUST BE LATERALLY RESTRAINED.

LOADING

TOTAL LOAD CASES: (24)

C H O R D S W E B S

MAX. FACTORED FACTORED MAX. FACTORED MEMB. FORCE VERT. LOAD LC1 MAX MAX. MEMB. FORCE MAX

(LBS) (PLF) CSI (LC)UNBRAC (LBS) CSI (LC) FR-TO FROM TO LENGTHFR-TO

E- B -691 / 208 0.0 0.0 0.50 (20) 7.81 A- B -5 / 0 -135.3 -135.3 0.29 (1) 10.00 B- C -32 / 93 -135.3 -135.3 0.31 (21) 6.25 D- C -186 / 128 0.0 0.0 0.55 (21) 7.81 E- D -90 / 46 -17.5 -17.5 0.34 (20) 6.25 TRUSS HAS BEEN CHECKED FOR UNBALANCED LOADING AS PER NBCC 4.1.6.2.(8)

CANTILEVER ANALYSIS HAS BEEN CONSIDERED IN THIS DESIGN

THIS TRUSS HAS BEEN DESIGNED FOR A TOTAL DRAG LOAD OF 200 PLF FACTORED. CONNECT TRUSS TO RESIST DRAG LOADS ALONG BOTTOM CHORD FROM 0-0 TO 3-4-14 FOR 200.0 PLF FACTORED.

[M] DESIGN CRITERIA SPECIFIED LOADS: TOP CH. LL = 34.3 PSF DL = 13.0 PSF BOT CH. LL = 0.0 PSF (*) DL = 7.0 PSF TOTAL LOAD = 54.3 PSF SPACING = 24.0 IN. C/C

THIS TRUSS IS DESIGNED FOR COMMERCIAL OR INDUSTRIAL BUILDING REQUIREMENTS OF PART 4, NBCC 2010

THIS DESIGN COMPLIES WITH:

- PART 4 OF OBC 2012 , BCBC 2012 , ABC 2014 - CSA 086-09

- TPIC 2011

(*)- BC LL SPECIFIED BY FABRICATOR, DOES NOT COMPLY WITH NBC TABLE 4.1.5.3. LOADING TO BE VERIFIED BY BUILDING DESIGNER

DESIGN ASSUMPTIONS

- SLOPE REDUCTION FACTOR NOT USED -OVERHANG NOT TO BE ALTERED OR CUT OFF. (80 % OF 37.6 P.S.F. G.S.L. PLUS 4.2 P.S.F. RAIN LOAD) TIMES IMPORTANCE FACTOR EQUALS 34.3 P.S.F. SPECIFIED ROOF LIVE LOAD

CSI: TC=0.55/1.00 (C-D:21) , BC=0.34/1.00 (D-E:20) , WB=0.00/1.00 (n/a:0) , SSI=0.44/1.00 (C-D:20) DOL LUMBER=1.00 NAIL=1.00 LS BEND=1.10 COMP=1.10 SHEAR=1.10 TENS= 1.10

SNOW LOAD IMPORTANCE FACTOR = 1.00 WIND LOAD IMPORTANCE FACTOR = 1.00 SEISMIC LOAD IMPORTANCE FACTOR= 1.00 COMPANION LIVE LOAD FACTOR = 0.50

TRUSS PLATE MANUFACTURER IS NOT RESPONSIBLE FOR QUALITY CONTROL IN THE TRUSS

MANUFACTURING PLANT . NAIL VALUES

PLATE GRIP(DRY) SHEAR SECTION (PSI) (PLI) (PLI) MAXMIN MAXMIN MAXMIN MT20 618 354 1667 822 2284 1656 PLATE PLACEMENT TOL. = 0.250 inches PLATE ROTATION TOL. = 5.0 Deg. JSI GRIP= 0.62 (C) (INPUT = 0.90 ) JSI METAL= 0.37 (D) (INPUT = 1.00 )

22861

D1

6

1

TRUSS DESC.

Ave-Vancouver-BC

Alliance Truss Ltd., Abbotsford, B.C. V2S 7P6, Andrew Hubbard Version 8.200 S Dec 12 2017 MiTek Industries, Inc. Mon Aug 20 09:37:46 2018 Page 1

ID:lbC?1uPKiXnTNjg1y8fI7_yvCNR-ojqpgk2KCGaeeF2IuES2z2RELABwgBiq84A1z?ylzEZ

Scale = 1:13.2 W1 T1 W3 B1 W2 A B C E D 3x4 1.5x4 1.5x4 3x4 2-6-12 1-10-8 0-0 1-10-8 1-10-8 -2-6-12 2-6-12 0-0 1-10-8 1-10-8 1 -6 -1 5 1 -7 -1 1 1 -6 -7 0.29 12 TOTAL WEIGHT = 6 X 13 = 77 lb LUMBER N. L. G. A. RULES

CHORDS SIZE LUMBER DESCR. E - B 2x3 DRY No.2 SPF A - C 2x6 DRY No.2 SPF D - C 2x3 DRY No.2 SPF E - D 2x4 DRY No.2 SPF ALL WEBS 2x3 DRY No.2 SPF DRY: SEASONED LUMBER.

PLATES (table is in inches)

JT TYPE PLATES W LEN Y X B TMV+p MT20 1.5 4.0 C TMVW+p MT20 3.0 4.0 D BMV1+p MT20 1.5 4.0 E BMVW1-t MT20 3.0 4.0

DIMENSIONS, SUPPORTS AND LOADINGS SPECIFIED BY FABRICATOR TO BE VERIFIED BY BUILDING DESIGNER

PROVIDE ADEQUATE DRAINAGE TO PREVENT PONDING

BEARINGS

FACTORED MAXIMUM FACTORED INPUT REQRD GROSS REACTION GROSS REACTION BRG BRG JT VERT HORZ DOWN HORZ UPLIFT IN-SX IN-SX E 725 0 725 -71 -161 HANGER BY OTHERS

MIN. SEAT SIZE: 1-8 D -93 0 110 0 -189 HANGER BY OTHERS

MIN. SEAT SIZE: 1-8 PROVIDE ANCHORAGE AT BEARING JOINT E FOR 161 LBS FACTORED UPLIFT PROVIDE ANCHORAGE AT BEARING JOINT D FOR 189 LBS FACTORED UPLIFT PROVIDE FOR 71 LBS FACTORED HORIZONTAL REACTION AT JOINT E

UNFACTORED REACTIONS

1ST LCASE MAX./MIN. COMPONENT REACTIONS

JT COMBINED SNOW LIVE PERM.LIVE WIND DEAD SOIL E 508 359 / 0 0 / 0 0 / 0 0 / -211 149 / 0 0 / 0 D -63 64 / -119 0 / 0 0 / 0 58 / -13 0 / -8 0 / 0 HORIZONTAL REACTIONS

E --- 0 / 0 0 / 0 0 / 0 44 / -51 0 / 0 0 /0

BRACING

MAX. UNBRACED TOP CHORD LENGTH = 6.25 FT.

MAX. UNBRACED BOTTOM CHORD LENGTH = 10.00 FT OR RIGID CEILING DIRECTLY APPLIED. ALL PITCH BREAKS AND PERIMETER CORNER JOINTS MUST BE LATERALLY RESTRAINED.

LOADING

TOTAL LOAD CASES: (19)

C H O R D S W E B S

MAX. FACTORED FACTORED MAX. FACTORED MEMB. FORCE VERT. LOAD LC1 MAX MAX. MEMB. FORCE MAX

(LBS) (PLF) CSI (LC)UNBRAC (LBS) CSI (LC) FR-TO FROM TO LENGTHFR-TO

E- B -708 / 170 0.0 0.0 0.10 (1) 7.81 A- B -4 / 0 -135.3 -135.3 0.30 (1) 10.00 B- C -13 / 23 -135.3 -135.3 0.30 (1) 6.25 D- C -93 / 205 0.0 0.0 0.05 (3) 7.81 E- D -10 / 25 -17.5 -17.5 0.02 (18) 10.00 E- C -33 / 45 0.01 (11)

TRUSS HAS BEEN CHECKED FOR UNBALANCED LOADING AS PER NBCC 4.1.6.2.(8)

CANTILEVER ANALYSIS HAS BEEN CONSIDERED IN THIS DESIGN

[M] DESIGN CRITERIA

In document Evaluación del proceso de cálculo de la radiación ionizante en el personal del Instituto Peruano de Energía Nuclear usando un Sistema Web de tratamiento administración de dosis, Lima 2018 (página 134-141)