ALTERNATIVAS PARA LA SEGURIDAD VIAL - ZONA DE PROPIEDAD RESTRINGIDA

ZONA DE PROPIEDAD RESTRINGIDA

2.6 ALTERNATIVAS PARA LA SEGURIDAD VIAL

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 09:37:54 2018 Page 1

ID:lbC?1uPKiXnTNjg1y8fI7_yvCNR-ZFJqLT9LJkaVbUfqMwbxIkmYlOpyYpp?_K6SFXylzER

Scale = 1:11.4 W1 T1 W1 B1 A B D C 2x4 2x4 2x4 2x4 1-10-6 0-0 1-10-6 1-10-6 0-0 1-10-6 1-10-6 1 -4 -4 TOTAL WEIGHT = 23 X 5 = 105 lb LUMBER N. L. G. A. RULES

CHORDS SIZE LUMBER DESCR. D - A 2x3 DRY No.2 SPF A - B 2x3 DRY No.2 SPF C - B 2x3 DRY No.2 SPF D - C 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 A TMV+p MT20 2.0 4.0 B TMV+p MT20 2.0 4.0 C BMV1+p MT20 2.0 4.0 D 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 D:191 LBS,C:191 LBS.

PROVIDE FOR 65 LBS FACTORED HORIZONTAL REACTION AT JOINT D HORIZONTAL REACTIONS

1ST LCASE MAX./MIN. COMPONENT REACTIONS

COMBINED SNOW LIVE PERM.LIVE WIND DEAD SOIL D --- 0 / 0 0 / 0 0 / 0 46 / -46 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: (23)

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

D- A -154 / 90 0.0 0.0 0.46 (23) 7.81 A- B -37 / 33 -135.3 -135.3 0.46 (23) 6.25 C- B -154 / 90 0.0 0.0 0.46 (22) 7.81 D- C -27 / 34 -17.5 -17.5 0.46 (22) 6.25 TRUSS HAS BEEN CHECKED FOR UNBALANCED LOADING AS PER NBCC 4.1.6.2.(8)

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.

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 1-10-6 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

LOADING IN FLAT SECTION BASED ON A SLOPE OF 0.00/12

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 (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=0.46/1.00 (B-C:22) , BC=0.46/1.00 (C-D:22) , WB=0.00/1.00 (n/a:0) , SSI=0.33/1.00 (B-C:22) 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= 0.38 (B) (INPUT = 0.90 ) JSI METAL= 0.20 (B) (INPUT = 1.00 )

22861

SP7

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 09:37:55 2018 Page 1

ID:lbC?1uPKiXnTNjg1y8fI7_yvCNR-1StCYp9z41iMDdE1wd7ArxJjCo9tHG39D_r0nzylzEQ

Scale = 1:11.8 W1 T1 W2 B1 A B D C 2x4 2x4 2x4 2x4 1-10-6 0-0 1-10-6 1-10-6 0-0 1-10-6 1-10-6 1 -4 -6 1 -4 -1 5 0.29 12 TOTAL WEIGHT = 5 lb LUMBER N. L. G. A. RULES

CHORDS SIZE LUMBER DESCR. D - A 2x3 DRY No.2 SPF A - B 2x3 DRY No.2 SPF C - B 2x3 DRY No.2 SPF D - C 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 A TMV+p MT20 2.0 4.0 B TMV+p MT20 2.0 4.0 C BMV1+p MT20 2.0 4.0 D 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 D:203 LBS,C:194 LBS.

PROVIDE FOR 68 LBS FACTORED HORIZONTAL REACTION AT JOINT D HORIZONTAL REACTIONS

1ST LCASE MAX./MIN. COMPONENT REACTIONS

COMBINED SNOW LIVE PERM.LIVE WIND DEAD SOIL D --- 0 / 0 0 / 0 0 / 0 49 / -46 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: (23)

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

D- A -162 / 98 0.0 0.0 0.48 (23) 7.81 A- B -36 / 34 -135.3 -135.3 0.48 (23) 6.25 C- B -153 / 89 0.0 0.0 0.47 (22) 7.81 D- C -29 / 33 -17.5 -17.5 0.48 (23) 6.25 TRUSS HAS BEEN CHECKED FOR UNBALANCED LOADING AS PER NBCC 4.1.6.2.(8)

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 1-10-6 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 (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=0.48/1.00 (A-D:23) , BC=0.48/1.00 (C-D:23) , WB=0.00/1.00 (n/a:0) , SSI=0.34/1.00 (A-D:23) 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= 0.40 (A) (INPUT = 0.90 ) JSI METAL= 0.20 (A) (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

SP8

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 09:37:56 2018 Page 1

ID:lbC?1uPKiXnTNjg1y8fI7_yvCNR-WeRbm9AbrLqDrnpDTKePN9rugCUq0jJIRdbZKQylzEP

Scale: 1"=1' W1 T1 W2 B1 A B D C 2x4 2x4 2x4 2x4 1-10-6 0-0 1-10-6 1-10-6 0-0 1-10-6 1-10-6 1 -4 -1 5 1 -5 -8 0.29 12 TOTAL WEIGHT = 5 lb LUMBER N. L. G. A. RULES

CHORDS SIZE LUMBER DESCR. D - A 2x3 DRY No.2 SPF A - B 2x3 DRY No.2 SPF C - B 2x3 DRY No.2 SPF D - C 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 A TMV+p MT20 2.0 4.0 B TMV+p MT20 2.0 4.0 C BMV1+p MT20 2.0 4.0 D 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 D:212 LBS,C:203 LBS.

PROVIDE FOR 71 LBS FACTORED HORIZONTAL REACTION AT JOINT D HORIZONTAL REACTIONS

1ST LCASE MAX./MIN. COMPONENT REACTIONS

COMBINED SNOW LIVE PERM.LIVE WIND DEAD SOIL D --- 0 / 0 0 / 0 0 / 0 51 / -48 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: (23)

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

D- A -167 / 102 0.0 0.0 0.50 (23) 7.81 A- B -35 / 34 -135.3 -135.3 0.50 (23) 6.25 C- B -158 / 94 0.0 0.0 0.49 (22) 7.81 D- C -30 / 33 -17.5 -17.5 0.49 (23) 6.25 TRUSS HAS BEEN CHECKED FOR UNBALANCED LOADING AS PER NBCC 4.1.6.2.(8)

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 1-10-6 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 (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=0.50/1.00 (A-D:23) , BC=0.49/1.00 (C-D:23) , WB=0.00/1.00 (n/a:0) , SSI=0.34/1.00 (A-D:23) 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

22861

SP9

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 09:37:56 2018 Page 1

ID:lbC?1uPKiXnTNjg1y8fI7_yvCNR-WeRbm9AbrLqDrnpDTKePN9rtNCTY0jJIRdbZKQylzEP

Scale = 1:12.4 W1 T1 W2 B1 A B D C 2x4 2x4 2x4 2x4 1-10-6 0-0 1-10-6 1-10-6 0-0 1-10-6 1-10-6 1 -5 -8 1 -6 -1 0.29 12 TOTAL WEIGHT = 5 lb LUMBER N. L. G. A. RULES

CHORDS SIZE LUMBER DESCR. D - A 2x3 DRY No.2 SPF A - B 2x3 DRY No.2 SPF C - B 2x3 DRY No.2 SPF D - C 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 A TMV+p MT20 2.0 4.0 B TMV+p MT20 2.0 4.0 C BMV1+p MT20 2.0 4.0 D 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 D:222 LBS,C:213 LBS.

PROVIDE FOR 74 LBS FACTORED HORIZONTAL REACTION AT JOINT D HORIZONTAL REACTIONS

1ST LCASE MAX./MIN. COMPONENT REACTIONS

COMBINED SNOW LIVE PERM.LIVE WIND DEAD SOIL D --- 0 / 0 0 / 0 0 / 0 53 / -49 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: (23)

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

D- A -172 / 107 0.0 0.0 0.52 (22) 7.81 A- B -34 / 35 -135.3 -135.3 0.51 (23) 6.25 C- B -163 / 98 0.0 0.0 0.51 (22) 7.81 D- C -31 / 35 -17.5 -17.5 0.51 (23) 6.25 TRUSS HAS BEEN CHECKED FOR UNBALANCED LOADING AS PER NBCC 4.1.6.2.(8)

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 1-10-6 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 (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=0.52/1.00 (A-D:22) , BC=0.51/1.00 (C-D:23) , WB=0.00/1.00 (n/a:0) , SSI=0.33/1.00 (A-D:23) 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

In document Implementación y mantenimiento de elementos de seguridad vial : monitoreo de conservación carretera Cañete - Huancayo Km. 130+000 al Km. 145+000 (página 35-38)