The URL can be used to link to this page

06-3647 (PLBG) (STRUCTURAL & TRUSS CALCS)STRUCTURAL DESIGN CALCULATIONS for Casita at Walls Residence 56-006 Baltusrol La Quinta, California TABLE OF CONTENTS Section 1 -- General Section 2 -- Gravity Analysis Section 3 -- Lateral Analysis Section 4 -- Connections Prepared By: Concorde Consulting Group, Inc 3505 Camino Del Rio South, #350 San Diego, California 92108 Project No: 06-010 Revisior. 0 — Dated: 1/12/2006 For: Review page 72 Satellite offices: Concorde Consulting Group, Inc 4511 E Sunnydunes, # E Palm Springs, California CITY OF LA QUINTA BUILDING &SAFETY DEPT. APPROVE® FOR CONS RUCTION EDAT g i � MAY 2 3 2006 O QAOFESSIO ' ANgo f'ql ` Z # EXpC34oss LUZD �J3q/pp , S SECTION 1 --GENERAL (LOADS, CODES, MATERIALS AND SPECIFICATIONS) A. Gravity Loads Roof Dead Load Roof 12 psf Plywood 2.5 psf Framing 2 psf Misc 2.5 psf Insul 3 psf Mech/El 2 psf Subtotal 24 psf HENCE: Roof Dead Loads 24 psf Roof Live Loads 20 psf B. Lateral Loads -- SEISMIC Sei.smic Design Base Shear (1997 UBC Section 1630.2.1) Soil Profile = Sd Zone Factor = 0.4 Seismic Coeff, Ca = 0.40 Na Near Source Na = 1.5 Coefficient, R (1997 UBC Table 16-N) Steel OMRF/Masonry, R =4.5 Light bearing = 5.5 (wood) Cantilevered C = 2.2 Seismic Shear, V = (3.0 Ca*I/R)W (3.Ox0.44xl.1/R) W V shear walls = 0.264W (for wood) V cantilevered cols = 0.720 W(for TS Cols) V masonry walls = 0.352 W (for Masonry) Load divisor = 1.4 ASD Design V = (0.264/1.4) W = 0.19W (Wood) ASD Design V = (0.352/1.4) W = 0.25W(for Masonry) ASD Design V = (0.720/1.4) W = 0.51W(for TS Columns) L C. Lateral Loads -- WIND Wind Speed = 80 mph Basic Wind Pressui 16.4 psf Exposure = C Factor, Ce = 1.13 Factor, Cq = 1.3 Factor, I = 1 Effective Wind Pressure = gxCgxCexI = 16.4xl.13xl.3x1.0 = 24.09, say 25.0 psf D. Code: 2001 CALIF BUILDING CODE (1997 UBC CODE PARAMETERS) E. Soils Parameters provided by: q (allowable) 1000 psf F. Material Parameters Steel Structural Steel Shapes/FASTM A36 Structural Tubes ASTM A-500, Grade B Structural Pipes ASTM A-53, Grade B G. Concrete Normal Weight f'c (28days) 2500 psi Masonry f'm 1500 psi X. Lumber Lumber Douglas Fir Larch # 1 I. BOLTS Typical ASTM A-307 High Strength ASTM A-325 only when noted J. WELDING Typical E-70XX electrodes 3 SECTION 2 -- GRAVITY LOAD ANALYSIS BEAM TAG INFORMATION IS SHOWN ON THE FRAMING PLAN PROVIDED WITH PACKAGE ko3 (,O4 Ias (GG y,_o 3-ro r \6f� G*. 6 GA. 6 Co 4-v 3-0 y,_o 3-ro r \6f� G*. 6 GA. 6 Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego, CA 92108 Casita for Walls Roof 100 Prepared by: KMK Date: 1/13/06 BeamChek 2.2 Choice 6x 8 DF -L #2 BASE Fb = 700 ADJ Fb ='875 Conditions '91 NDS Min Bearinq Area R1= 1.5 in' R2= 1.5 int DL Defl 0.05 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 8.0 ft Reaction 1 920 # Reaction 1 LL 400 # Beam Wt per ft 10.02 # Reaction 2 920 # Reaction 2 LL 400 # Beam Weight 80 # Maximum V 920 # Max Moment 1840'# Max V (Reduced) 776 # TL Max Defl L / 240 TL Actual Defl L/>1000 LL Max Defl L / 360 LL Actual Defl L/>1000 Section (in 3) Shear (int) TL Defl (in) LL Defl 51.56 41.25 0.08 0.04 25.24 10.96 0.40 0.27 OK OK OK OK 49% 27% 21% 14% BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 220 =A Uniform LL: 100 Uniform Load A 0 R1 = 920 R2 = 920 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. G Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 220 =A Uniform LL: 100 Uniform Load A 0 R1 = 920 R2 = 920 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. G Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego, CA 92108 Casita for Walls Roof 101 Prepared by: KMK Date: 1/13/06 BeamChek 2.2 Choice 6x 6 DF -L #2 BASE Fb = 700 ADJ Fb = 875 Conditions '91 NDS Min Bearing Area R1= 1.1 in R2= 1.1 in DL Defl 0.01 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 4.0 ft Reaction 1 719 # Reaction 1 LL 320 # Beam Wt per ft 7.35 # Reaction 2 719 # Reaction 2 LL 320 # Beam Weight 29 # Maximum V 719 # Max Moment 719'# Max V (Reduced) 554 # TL Max Defl L / 240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Section (in') Shear (in) TL Defl (in) LL Defl 27.73 30.25 0.02 <0.01 9.86 7.82 0.20 0.13 OK OK OK OK 36% 26% 10% 7% BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 352 =A Uniform LL: 160 Uniform Load A 0 R1 =719 R2=719 SPAN = 4 FT Uniform and partial uniform loads are lbs per lineal ft. 7 Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 352 =A Uniform LL: 160 Uniform Load A 0 R1 =719 R2=719 SPAN = 4 FT Uniform and partial uniform loads are lbs per lineal ft. 7 Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego, CA 92108 Casita for Walls Roof 102 Prepared by: KMK Date: 1/13/06 BeamChek 2.2 Choice 6x 6 DF -L #2 BASE Fb = 700 ADJ Fb = 875 Conditions '91 NDS Min Bearing Area R1= 0.5 in' R2= 0.5 in DL Defl <0.01 in. Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 3.0 ft Reaction 1 341 # Reaction 1 LL 150 # Beam Wt per ft 7.35 # Reaction 2 341 # Reaction 2 LL 150 # Beam Weight 22 # Maximum V 341 # Max Moment 256'# Max V (Reduced) 237 # TL Max Defl L/240 TL Actual Defl L / >1000 LL Max Defl L/360 LL Actual Defl L / >1000 Section (in 3) Shear (inz) TL Defl (in) LL Defl 27.73 30.25 0.00 <0.01 3.51 3.34 0.15 0.10 OK OK OK OK 13% 11% 3% 2% BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 220 =A Uniform LL: 100 Uniform Load A 0 R1 = 341 R2 = 341 SPAN = 3 FT Uniform and partial uniform loads are lbs per lineal ft. 1- Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 220 =A Uniform LL: 100 Uniform Load A 0 R1 = 341 R2 = 341 SPAN = 3 FT Uniform and partial uniform loads are lbs per lineal ft. 1- Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego, CA 92108 Casita for Walls Roof 103 Prepared by: KMK Date: 1/13/06 BeamChek 2.2 Choice 6x 8 DF -L #2 BASE Fb = 700 ADJ Fb = 875 Conditions '91 NDS Min Bearing.Area R1= 1.7 int R'2= 1.7 int DL Defl 0.09 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 9.5 ft Reaction 1 1093 # Reaction 1 LL 475 # Beam Wt per ft 10.02 # Reaction 2 1093 # Reaction 2 LL 475 # Beam Weight 95 # Maximum V 1093 # Max Moment 2595'# Max V (Reduced) 949 # TL Max DO L / 240 TL Actual Deft L / 681 LL Max Defl L / 360 LL Actual Defl L/>1000 Section (in 3) Shear (inz) TL Defl (in) LL Defl 51.56 41.25 0.17 0.07 35.59 13.40 0.47 0.32 OK. OK OK OK 69% 32% 35% 23% BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 220 =A Uniform LL: 100 Uniform Load A 0 0 R1 =1093 R2 =1093 SPAN = 9.5 FT Uniform and partial uniform loads are lbs per lineal ft. 0 Fb (psi) Fv (psi) . E (psi x mil) Fc! (psi) Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 220 =A Uniform LL: 100 Uniform Load A 0 0 R1 =1093 R2 =1093 SPAN = 9.5 FT Uniform and partial uniform loads are lbs per lineal ft. 0 Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego, CA 92108 Casita for Walls Roof 104 Prepared by: KMK Date: 1/13/06 BeamChek 2.2 Choice 6x 12 DF -L #2 BASE Fb = 875 ADJ Fb = 1094 Conditions '91 NDS Min Bearing Area R1= 3.0 int R2= 3.8 in DL Deft 0.03 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 7.5 ft Reaction 1 1873 # Reaction 1 LL 825 # Beam Wt per ft 15.37 # Reaction 2 2368 # Reaction 2 LL 1050 # Beam Weight 115 # Maximum V 2368 # Max Moment 3852'# Max V (Reduced) 1931 # TL Max DO L / 240 TL Actual Defl L/>1000 LL Max DO L / 360 LL Actual Defl L / >1000 Section (in 3) Shear (inz) TL Deft (in) LL Deft 121.23 63.25 0.05 0.02 42.26 27.26 0.38 0.25 OK OK OK OK 35% 43% 12% 8% BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 440 =A Uniform LL: 200 Point LL Point TL Distance 77-71 375 B = 825 6.0 Uniform Load A Pt loads: 0 R1 = 1873 R2 = 2368 SPAN = 7.5 FT Uniform and partial uniform loads are lbs per lineal ft. 10 Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Base Values 875 85 1.3 625 Base Adjusted 1094 106 1.3 625 CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 440 =A Uniform LL: 200 Point LL Point TL Distance 77-71 375 B = 825 6.0 Uniform Load A Pt loads: 0 R1 = 1873 R2 = 2368 SPAN = 7.5 FT Uniform and partial uniform loads are lbs per lineal ft. 10 Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego, CA 92108 Casita for Walls Roof 105 Prepared by: KMK Date: 1/13/06 BeamChek 2.2 Choice 6x 6 DF -L #2 BASE Fb = 700 ADJ Fb = 875 Conditions '91 NDS Min Bearing Area R1= 1.1 int R2= 1.1 int DL Defl 0.01 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 4.0 ft Reaction 1 719 # Reaction 1 LL 320 # Beam Wt per ft 7.35 # Reaction 2 719 # Reaction 2 LL 320 # Beam Weight 29# Maximum V 719 # Max Moment 719'# Max V (Reduced) 554 # TL Max Defl L / 240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L / >1000 Section (in') Shear (int) TL Defl (in) LL Defl 27.73 30.25 0.02 <0.01 9.86 7.82 0.20 0.13 OK OK OK OK 36% 26% 10% 7% BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 352 =A Uniform LL: 160 Uniform Load A 0 0 R1 =719 R2=719 SPAN = 4 FT Uniform and partial uniform loads are lbs per lineal ft. Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 352 =A Uniform LL: 160 Uniform Load A 0 0 R1 =719 R2=719 SPAN = 4 FT Uniform and partial uniform loads are lbs per lineal ft. Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego, CA 92108 Casita for Walls Roof 106 Prepared by: KMK Date: 1/13/06 BeamChek 2.2 Choice 6x 6 DF -L #2 BASE Fb = 700 ADJ Fb = 875 Conditions '91 NDS Min Bearing Area R1= 1.0 int R2= 1.0 int DL Defl <0.01 in. Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 3.5 ft Reaction 1 629 # Reaction 1 LL 280 # Beam Wt per ft 7.35 # Reaction 2 629 # Reaction 2 LL 280 # Beam Weight 26 # Maximum V 629 # Max Moment 550'# Max V (Reduced) 464 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in 3) Shear (int) TL Defl (in) LL Defl 27.73 30.25 0.01 <0.01 7.55 6.55 0.17 0.12 OK OK OK OK 27% 22% 7% 5% BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 352 =A Uniform LL: 160 Uniform Load A 0 0 R1 =629 R2 =629 SPAN = 3.5 FT Uniform and partial uniform loads are lbs per lineal ft. i� Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 352 =A Uniform LL: 160 Uniform Load A 0 0 R1 =629 R2 =629 SPAN = 3.5 FT Uniform and partial uniform loads are lbs per lineal ft. i� SECTION 3 -- LATERAL LOAD ANALYSIS (SEISMIC) la P, ID �•l t - = �" + s- S' C � � G f2 1?S � = 9 •Z� IG V3Iz Z ar � Gf 3 la _.........- _.._ ........... _ Active Fault dear -Source Zones 0-34 This map is intended to be used in conjunction with 1 the 1997 Uniform Building Code, Tables 16-S and 16-T California Department of C Division of Mines and Geo LEGEN Ssc e:' pandcd Isgend Shaded -ones are ti ithi seismic sources. M A fau B fat Contours of closest horizo to known seismic sources. ------------- ------------ 0 5 Kilomeb 1/4" is approximalelV August, 1997 t�zv�..r•"_n.-a�•!�^n• nom_• itlr �.x•�• a+ i : 1-u,"f. u� r . -, ��A%Il:.vn,.... .u... v.m.t.,.,..-..._..�.i..h_ �:..t.l..r.. of-. 1, w.+.r ..... n ..a_a a.,,. .. .a.t ,.... ._ ..r�'n... ��......-,.y. .eCi!4♦Auv:�..:.f+:t'.•:+a:>,t.l.,,.•fvf_xr"r'4: r•.--::...r.._n.��,.U._.r ....n.�ae•ilaL:.: n:.:,i �ne.�..vtY��fy>c-.v..w ..._ .. .... ... ..... .. .. ....... .. . SHEAR WALL SCHEDULE SITIBOL SHEAR_ —11ATERIAL ANP NAILING DESCRIPTION ------` — ANCHOR BOLT SCHED. 7eIINIATu}a-n-TT014 PLATE NAILING CON\NT10NA), TJI---••-- 'dST,-SW.-TRANSFER MICRO LAM RIM JST'. /BLWG WI SIMPSON CLIPS SHEAR TRANSFER TII BLK'c TO PLATES (pLF) NAILS & BLOCKS S1AIFSON CLIPS �l,� i 0\ 180 STUCCO 'WO E14 WIRE AND PDRTLAND CEMENT PLASTER -1/5" THICK #11 GAUGE 1 1/2" LONG 7/16" LEG 06" D.C. 5/B"F. ANCHOR BOLTS 141 48" O.C. 16 d @ 6" O.C. A35 @ 29" O.C. 10 d CS 6" O.G. A36 re 24° O.C. / L 460 3/B" COX PLYWOOD Bd @ 6' O.C. E.N. & 12" D.C. F.N. 6/8"0 ANCHOR BOLTS @ 36" O.C. 16 d @ 6" O.C. 16 d ® 8' O.C. A35 @ J6' O.C. 10 d 6` 4" O.C. STAGGERED A36 @ 18' D.C. X\3/8" 380 W COX PLYWOOD 8d @ 4" D.C. E.N. & 12" O.C. F.N. ON 3x MEMBERS (STUD AND SILL PLATE) 5/6"0 ANCHOR BOLTS @ 24" O.C. IB d @ 4' D.C.G . . d @ 4t O.C.36 @ 12' O.C. 10 d (0 4" O.C. STAGGERED A35 @ 12" O.C. 490 3/8" CDX PLYWOOD 8d @ 3" O.C. E.N. & 12" O.C. F.N. ON. 3x MEMBERS (STUD AND SILL PLATE) 5/8"o ANCHOR BOLTS @ 19" O.C. 16 d @ 3" O.C. A35 Iy B" O.C. A35 @ B" O.C. 550 � J/2" STRUC 1 PLIWOOD 8d @ 3" D.C. E.N. & 12" O.C. F.N. 5/8"o O CHOR BOLTS 16 d V3" D.C. A35 P 8" O.C. A35 6' S" O.C. A 6r5 * 1/2" STRUC i PLY -WOOD 10d E 3" D.C. E.N. & 12" O.C. F.N. ON 3x MEMBERS (STUD AND SILL PLATE) 5/9"O ANCHOR BOLTS C� 22" O.C. 3/00x6" LACS @ B" O.C. INTO 4x BLIVG A35 C 8" O.C. A35 6 8' O.C. 1� X30 * 3/8" STRUC 1 PLYWOOD Bd @ 2" D.C. E.N. & 12" D.C. F.N. 014 3% MEMBERS (STUD AND SILL PLATE) 5/8"0 ANCHOR BOLTS ® 20" O.C. 3/80x6" LAGS @ B" D.0 INTO 4x BLK'G A36 @ 6" D.C. A35 4 F" D.C. 8 i0 # i f2" STRUC i PLYWOOD 10d 0 2" D.C. E.N. & 12" O.C. F.N. ON 3x MEMBERS (STUD AND SILL PLATE) 6/8"0 ANCHOR BOLTS @ 16" O.C. 3/80x6" LAGS @ 6" O.C. INTO 4x BLN'G A35 V 5" O.C. A35 5. 6" D.C. j 300 3/0" COX PLYWOOD 6d @ 4' D.C. E.N. & 12' O.C. F.N. 5/8"o ANCHOR BOLTS 29' O.C. 16 d @ 4" O.C. 16 d @ 4" O.C. A35 12" O.C. @ 10 d e 4" O.C. STAGGERED A35 12" O.C. @ SHEARW91.1`.NOTES� ' 1. STUCCO AND/OR W/ VENEER OVER 'A PLYWOOD SHEARWALL WILL BE WATERPROOF WITH A MIN OF (2) LAYERS OF 15 LB PAPER. 2. ONLY COMMON NAILS ARE TO BE USED FOR ALL PLYWOOD SHEARWALLS. 3. NAIL GUNS USING "CLIPPED HEAD" OR "SINIC R" NAILS ARE NOT ACCEPTABLE 4. ALL BOLT HOLES TO BE DRILLED 1/32" MIN. TO 1/16" MAX OVERSIZED. 5. USE DOUGLAS FIR R2 PRESSURE TREATED SILL PLATES. ENGINEER TO BE NOTIFIED FOR REDESIGN IF OTHER SPECIES SILL PLATES ARE USED (OR ARE A PART OF EXISTING BUILDING). #6. WHEN PLYWOOD PANEL IS REQUIRED ON BOTH SIDES: 3x SILL PLATE AND 3x. STUDS ARE REQUIRED, AB SPACING TO REDUCED TO 50% OF THAT SHOW14 IN TABLE ABOVE. SIMPSON HOLDOUT CAPACITIES HD2A WITH 6x6 POST = 2760n HD2A WITH 4x4 POST - 2775 HD5A WITH 6x.6 POST = 3980#, HD5A WITH 934 POST = 4010 HDSA WITH 6x6 POST = 5610,L, HDSA WITH 4x4 POST = 505 HD8A WITH 6x6 POST = 7910# HDBA WITH 4x9 POST = 7460 SHEARWALL SCHEDULE SCALE: N.T.S. 12 h NOTE FOR STANDARD AND RAISED FLOOR WALLS: Walls may also be used in 2x6 wall framing. Install sheathing side at exterior wall line and add furring to interior framing side. o; °moo. °Q.:• o:�.:: °o . Standard Strong-Walle, Shearwall O.S. Patents 5,706,626; 6,006,487, 6,109,850, 6,327,831, and 6,643,986 STANDARD STRONG -WALL StMPSON SUVA. -Me CODES: See page 10 for Code Listing Key Chart. Tile Strbng-Wall' Shearwall can be installed around window and door openings, on garage wing walls, interior walls or any other locations where increased lateral resistance is required Strong-Wall4 Shearwalls can reduce the amount of wall space required for shearwalls, allowing for more windows and doors in house designs. Standard models are used for slab -on -grade applications where the wall will bear directly on concrete. Simply fasten the bottom of the wall to the embedded bolts with the provided hardware. The top of the wall attaches with pre-installed SDS screws to double top plates or can fasten to various header materials. Naming Scheme — 8' to 10' SSW24x8 Strong -Wall J T Width (in.) Nominal Height (ft.) Naming Scheme —12' SW24x12x6 Strong -Wall J T Width Nominal Wall (in.) Thickness Nominal (fn.) Height (ft.) • PREFABRICATED - The high-strength frame comes with the sheathing and holdowns pre -attached. Additional installation hardware is included. • EASY TO INSTALL - Reusable templates locate the required holdown and mudsill anchor bolts accurately in the foundation. The walls are then placed over the anchor bolts followed by a simple top and bottom plate attachment. INSTALLATION GUIDE - Attached to every wall. • STATE-OF-THE-ART TESTING - Third -parry documentation of our cyclic testing verifies the Strong -Wall" Shearwall's high design loads. • QUALITY ASSURANCE - No -Equal quality controlled manufacturing reduces inspection problems commonly faced with site built shearwalls. • SUPPORT AND SERVICE - Simpson provides the best engineering technical support and experienced field representation available to assist you. Model No. W (in) H (in) T (in) Number of Fasteners in Top of Wall Number of Mudsilla Anchors Holtlawn2 Anchor Bolts Allowable Shear Load (lb) Drift at Allowable ShearV (in) AllowableWall ShearV Load Load) Weight (lbs) Code Ref. SW18x8 18 1 93'/4 3'/z 9-SDS'/4x6 2-1/a 2-SSTB28 1150 .317 1 763 85 1 34,101 SW24x8 24 93'/4 31z I 12-SDS'/,x6 2-S'a 2-SSTB28 1610 .389 804 91 SW32x8 32 93'/4 3'/2 16-SDS'/4x6 2-1/e 2-SSTB28 2865 .377 1074 116 34, 60,101, 150 SW48x8 48 931/4 3'/2 24-SDS'/4x6 3-5/e 2-SSTB28 4545 .380 1136 149 SWI 8X9 18 105'/4 3'/2 9-SDS'/4x6 2-5/e 2-SSTB28 1080 .371 722 94 34,101 SW24x9 24 105'/4 31/2 12-SDS'/4x6 2-9'e 2-SSTB28 1585 .396 793 101 SW32x9 32 105'/4 31/2 16-SDS'/4x6 2-5/a 2-SSTB28 2600 .427 1 975 128 34, 60,101, 150 SW48x9 48 1051/4 3'/2 24-SDS'/4x6 3-5/a 2-SSTB28 4370 .439 1093 165 SW24x10 24 1171/4 3'/z 12-SDS'/4X6 2-5/e 2-SSTB28 1590 .446 797 111 34,101 SW32x10 32 11714 31/2 16-SDS'/4x6 2-5/a ' 2-SSTB28 2460 .453 923 134 34, 60,101, 150 SW4800 48 1171, 312 24-SDS'/4x6 3 -fie 2-SSTB28 4095 .435 1024 171 SW24x12x6 24 1411/4 51/2 12-SDS'/4x6 2-5/a 2-SSTB28 1260 .543 629 167 SW32x12x6 32 1411/4 51/2 16-SDS'/4x6 2-5/a 2-SSTB28 2150 .581 807 201 34,101 SW48x12x6 48 1411/4 512 24-SDS'/4x6 3-5/e 2-SSTB28 3695 .521 924 256 1.For plywood shear panel, add "P" to model name (e.g. SW24x8P), and multiply the table loads by 0.88. 5. See allowable vertical load table on 2.Foi two -pouf applications, use the SSTB34. See the SSTB anchor bolts for allowable loads and page 53 for Strong -Wall maximum installation. Alternate 1a' diameter anchorage may be required depending on load. compression and tension capacities. 3.Recommended minimum 5%e' r. 12' mudsill anchor. 6. Standard walls may be installed with 4.Maximum shim height between Strong -Wall and top plates or header is 1/6*. Shims of greater sheathing facing inside or outside. thickness will result in load reductions. Check our website to request installation guide for structural details: www.strongtie.com For holdowns, anchor bolt nuts should be finger -tight plus 1/3 to 1/2 turn with a wrench, with consideration given to possible future wood shrinkage. Care should be taken to not over -torque the nut. NOTE: The Engineer of Record is responsible for concrete design. .`Ibe building designershali verity that these details are consistent with /tie egtriplete load path reill"ments of the structure. rr IG Grid Abase A depth V eq (psQ V wind (psf) Effective Plate Ht (ft) EQ Load (lbs) Wind Load (lbs) Governing Lateral Load (lbs) Shear Wall Length (ft) Total Wail Length (ft) Unit Shear V \ s) Gross Uplift in Lbs ype o Shear Wall HOIdOW nS Roof A 17 28 5.7 25 9 1357 956 1357 5.9+5.5 15.4 88 793 1 P® 4D2. A.1 18 18 5.7 25 9 923 1013 1013 11.3 11.3 90 806 B 23 9 5.7 25 9 590 1294 1294 7.5 7.5 173 1553 B.1 16 17.5 5.7 25 9 798 900 900 1 1 900 1 I- 528 V4 j%>, JSy I C 16 46 5.7 25 9 2098 900 2098 35.75 35.75 59 AN J+ FAh n D 16 17.5 5.7 25 9 798 1575 1575 9.25 9.25 170 1532 .11 1 28 16 5.7 25 9 1277 2419 2419 1 1 2419 1 " S -11 k 2 43 16 5.7 25 9 1961 1463 1961 10.0 10 196 1765 1 10 3 26 18 5.7 25 9 1334 956 1334 8.25 8.25 162 1455 4 17 16 5.7 25 9 775 731 775 1 1 775 3 ' ' i sC.41 3.1 13 16 5.7 25. 9 593 1406 1406 1 1 1406 1 Y�SSZC�'a. 5 l� n� r -I PR,(4T,0 �S 0", -mcg Si Ro ��S o N P �a,6 mak. t 2�4� y cr o M; Concorde Consulting Group, INC. Title : .lob # 3505 Camino Del Rio South Dsgnr: Date: 11:05AM, 6 MAR 06 #350 Description San Diego Scope: California 92108 rcev: 3000UU User: KW -0605524, Ver 5.8.0, 1 -Dec -2003 Beam on Elastic Foundation Page 1 (c)1983-2003 ENERCALC Engineering Software Description Check Foundation under Simpson Strong Wall at Walls residence General information 3.864 ft Defl:a 0.043 in Beam Span 7.000 ft Elastic Modulus 3,122.0 ksi Load Factorin0... 0.027 in Depth 18.00 in Subgrade Modulus 231.00 pci Dead Loads 1.000 Width 12.00 in I Gross 5,832.00 in4 Live Loads 1.000 Left End Fixity Free Beta 1.173 ShortTerm Loads 1.000 Right End Fixity Free Max Rotation 0.00092 rad at 5.516 ft Overall Factor 1.000 Load Combination DL+LL+ST Theta:a 0.00075 rad Deflections Calc'd using Unfactored Loads Min SP 0.00 psf at 0.000 ft Rotations Calc'd using Unfactored Loads 0.00092 rad Rotations Calc'd using Unfactored Loads Soil Pressure Calc'd using Factored Loads Uniform Loads Deflections Calc'd using Unfactored Loads #1 Dead Load 0.225 k/ft Live k/ft Short Term k/ft Start X 0.000 ft End X 7.000 ft Point Loads Dead Load Live Load Short Term Load Location #1 0.63 k k k 5.500 ft Moments Dead Load Live Load ShortTerm Load Location #1 k -ft k -ft 10.60 k -ft 5.500 ft Max Shear 2.33 k at 3.864 ft Defl:a 0.043 in R:a 0.00 k Min Shear 0.00 k at 0.000 ft Defl:b 0.027 in R:b 0.00 k Max Moment 9.53 k -ft at 5.488 ft Max Defl 0.03 in at 7.000 ft Ma 0.00 k -ft Min Moment -1.03 k -ft at 5.516 ft Min Defl -0.04 in at 0.000 ft Mb 0.00 k -ft Max Rotation 0.00092 rad at 5.516 ft Max SP 1,414.16 psf at 0.000 ft Theta:a 0.00075 rad Min Rotation 0.00000 rad at 0.000 ft Min SP 0.00 psf at 0.000 ft Theta:b 0.00092 rad Rotations Calc'd using Unfactored Loads Deflections Calc'd using Unfactored Loads Soil Pressure Calc'd using Factored Loads 1'?3 10.60 k -ft I 0.6Tk 0.22 k/ft I 1�1' 1 I IIII I 1 0.22 k/ft 1111111 1111111111 1 /T/ 1111 Ilf/1111/T/1/1 7.00 ft Mmax = 9.53 k -ft at 5.48 ft from left Mmin = -1.02 k -ft at 5.51 ft from left Dmax = 0.0267 in at 6.99 ft from left Dmin = -0.0425 in at 0.00 ft from left RI = 0.000 k Vmax = 2.33 k at 3.86 ft from left Rr = 0.000 k Vmin = 0.00 k at 0.00 ft from left SECTION 4 -- CONNECTIONS ALL WOOD CONNECTORS SHALL BE SIMPSON OR APPROVED EQUAL ALL ANCHOR BOLTS, HOLDDOWNS AND DOWELS SHALL BE IN PLACE AND INSPECTED ACCORDING TO LOCAL BUILDING REGULATIONS CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR TRUSS COMPONENTS AND STEEL MEMBERS l�? Concordo Co"VIOng Group, INC, $504 Cimine CM RW South 0350 ,93m:Oi4qO colftmis 92103. 51� =;a Vir SAA. 4,001-260 sew: Beam on Elastc Foundation job 0 Date; 8!22AM, 16 JUN 06 pt p I 0086"PtIon Chock Foundation 01 Wells Actiflors 11.750 It Defla T047 it R:a 0.00 k Mim Shear C.00 k -, at O -COO I'l DoOb 0,04711- Gar�ralIttf>elmttion own Sparc 3. R Elastic Modulus 3,122,0 W Ft Wit. V"t 18-Doln sibomde modOw 23' .00 P:i Osad LaSO ma Wift 112.00 in i Gmas 5.832.00 h14 Live Loode .;it -1.0%. ft *6Z Left and Fixity Free Max Rftkm 0,00225186 at I it Short Tem. WWS ovmit Famor 1,000 1.000 Rot end Fwty Cmbinsfion Frei DL+LL4ST 0,0224rad ,MIA Vtota"n 0.00000 rad at :wflu;Som Oule'd usingUrfociolft Loads ptowe w- Is 80ii Pmolsvie CaWd �;omq Fectored LWA U;)* Load Shoft Tann L030 Location k -ft k -ti 3.20k -f! Max Sftw 137 k bt 11.750 It Defla T047 it R:a 0.00 k Mim Shear C.00 k -, at O -COO I'l DoOb 0,04711- 0100 M2X MWn&Mt 1.Zfi tc at 1ASS ft M640011 "'t 1W0ft ma 0.10 Mt mo , I 'a(% MOMMI e -"Mt 1412 It Min 0!�A .0 �'-) �f .;it -1.0%. ft *6Z Mb Max Rftkm 0,00225186 at I it WX SP 56T.S O,wo ft Ths.-We 0,0224rad ,MIA Vtota"n 0.00000 rad at 0,000 -ft M11 SP at OXOD ft Thote-b 0.00224 rev R4100rd c4wd Deowlem coled 111% uniketont Loola Soil Pm uvm C&Wd uvft Fecorod Lows SAOPM fib 061* 41 Me No, M C 405 ♦ FXP 6130(07 19, . LUJ U0410001 tui U01600-1 W) U(MO10-1 SZ1, .09. cl - Er..•a two Gel TITLE 24 REPORT Title 24 Report for: Mr. & Mrs. Richard Walls-Casita 56-006 Baltusrol La Quinta, CA 92253 Project Designer: Robert A. Pitchford, Design & Drafting 41-625 Eclectic, #A-2 Palm Desert, CA 92260 (760) 346-2856 Report Prepared By: Tim Scott H & H Air Conditioning 74-991 Joni Drive #20 Palm Desert, CA 92260-2043 (760) 340-3088 O 9 Job Number: 16 Date: 1/9/2006 The EnergyPro computer program has been used to perform the calculations summarized in this compliance authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Bi This program developed by EnergySoft, LLC - www.energysoft.com. F3'4N'3 1 200 This program has approval and is Energy Efficiency Standards. I EnergyPro 4.0 by EnergySoft Job Number: User Number: 5533 1 P TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF; --1 R Mandatory Measures Summary 7 Form WS -5R Residential Kitchen Lighting 9 HVAC System Heating and Cooling Loads Summary 10 Room Load Summary 11 Room Heating Peak Loads 12 Room Cooling Peak Loads 13 0 EnerWPro 4.0 by EnergySoft Job Number. User Number: 5533 '`Certificate Of Compliance: Residential Total Conditioned Floor Area: (Part 1 of 3) CF -1 R Mr R Mrs Richard Walls Project Title Raltr I i')1linta -Carta Existing Floor Area: n/a ft2 1/9/2006 Date 56=016 icrol a Project Address 0 ft2 Fuel Type: Natural Gas Building Permit # H $ H Air Cnndit�ioneng Fenestration: (760) 340-3088 Documentation Author Area: 210 ft 2 Avg. U: 0.54 Telephone Plan Check/Date FnprgyPro CompliNtice Method 26.6% Avg. SHGC: 0.46 _ 15 Climate Zone Field Check/Date Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 2.20 1.46 0.74 Space Cooling 80.45 88.45 -8.00 Not Valid for permit Fans 11.56 13.55 -1.99 Domestic Hot Water 21.59 11.53 10.06 applications submitted on or Pumps 0.00 0.00 0.00 after 01/23106 because Totals 115.80 114.99 0.81 Energy Budget is based on Percent better than Standard: 0.7% SEER 10. Building Type: [X—] Single Family ❑ Addition Total Conditioned Floor Area: 789 ft2 ❑ Multi Family ❑ Existing + Add/Alt Existing Floor Area: n/a ft2 Building Front Orientation: (Southwest) 225 deg Raised Floor Area: 0 ft2 Fuel Type: Natural Gas Slab on Grade Area: 789 ft2 Fenestration: Average Ceiling Height: 9.0 ft Area: 210 ft 2 Avg. U: 0.54 Number of Dwelling Units: 1.00 Ratio: 26.6% Avg. SHGC: 0.46 Number of Stories: 1 BUILDING ZONE INFORMATION Zone Name # of Thermostat Vent Floor Area Volume Units Zone Type Type Hgt. Area 789 710 11 Conditioned setback— — 9 n/a OPAQUE SURFACES Insulation Act. Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Roof Wnd1 789 n MR R-38 R-1 n n Wall Wood 435 0 069 _$21 R-0 0 45 gn Wall Wood 156 n(_ R_21 R-0 0 --19 qp Wall Wnni 444 n OM R_21 R-0 0 775 _gn Wall Wood 175 0 (M R_21 R-0 0 315 --Qn Gains Condition Y / N Status JA IV Reference Location / Comments I EnenNPro 4.0 by EneraySoft User Number. 5533 Job Number: Paae:3 of 14 1 Certificate Of Compliance: Residential (Part 2 of 3) CF -IR Mr. & Mrs. Richard Walls-Casita 1/9/2006 Project Title Date FENESTRATION SURFACES True Cond. Location/ # Type Area U -Factor' SHGCZ Am. Tilt Stat. Glazing Type Comments J__ Window Rear (Northeast) 6 0 0 S30 NFRC X46NFRC 4_ --90- New Dnuble Thermal Break Tinted Casita 2 Window Rear (Northeast) 6.0 0.530 NFRC 0_46 NFRC 45 90 New Double Thermal Break Tinted Casita 3 Window Rear (Northeast) 4.3 0.720 NERC 0_39 NERC 45 90 New Glass Block Casita 4 Window Rear (Northeast) 4.3 0.720 NFRC 0_39 NFRC 45 90 New Glass Block Casita 3 Window Rear (Northeast, 20.0 0.530 NFRC 0_46 NFRC 45 90 New Double Thermal Break Tinted Casita 6 _Window Rear (Northeast) 15.0 0_530 NFRC 0_46 NFRC _9_5 90 New Double Thermal Break Tinted Casita 7 _Window Right (Southeast) 11.0 O. RC _QAS NFRC 135 __Q New Double Thermal Break Tinted Casita 8 Window Right (Southeast) 11.0 0.530 NFRC 0_46 NFRC 135 90 New Double Thermal Break Tinted Casita 3 Window Right (South=St) 11.0 0.NFRC -0-46 NFRC 135 90 New Double Thermal Break Tinted Casita _M Window Front 0-530 NFRC 0_46 NFRC 225 90 New Double Thermal Break Tinted Casita " Window Front (SouthwesQ 10.0 0.530 NFRC 0_46NFRC 22590 New Double Thermal Break Tinted Casita 12 Window Front (,Southwest) 22.0 0.530 NFRC 0_46 NFRC 225 90 New Double Thermal Break Tinted Casita _U Window Front (So 1wpQ 100 0.530. NFRC 0_46 NFRC 225 ___cK_ New Double Thermal Break Tinted Casita 14 Window Left (Northwest 64.0 0.530 NFRC 0_46 NFRC 315 90 New Double Thermal Break Tinted Casita 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B INTERIOR AND EXTERIOR SHADING Area Thick. Heat Inside Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LEA REA Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Run Initiation Time: 01/09/06 19:14:28 Run Code: 1136862868 EnergyPro 4.0 by EnergySoft User Number. 5533 Job Number. Page:4 of 14 Area Thick. Heat Inside Condition Location/ Type (so (in.) Cap. Cond. R -Val. JA IV Reference Status Comments Concrete, Heavyweight 494 4.00 28 0_98 2 26-A1 New Casita / Slab on Grade Concrete, Heavyweight 295 4.00 28 0_98 0 26-A1 New Casita / Slab on Grade Insulation PERIMETER LOSSES Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 78 None No Insulation 26-A1 New Casita Slab Perimeter 60 None No Insulation 26-A1 New Casita Run Initiation Time: 01/09/06 19:14:28 Run Code: 1136862868 EnergyPro 4.0 by EnergySoft User Number. 5533 Job Number. Page:4 of 14 } ^'Certificate Of Compliance: Residential (Part 3 of 3) QF -JR Mr. & Mrs. Richard Walls-Casita 1/9/2006 Project Title Date HVAC SYSTEMS Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type HVAC -1 Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER New Setback HVAC DISTRIBUTION Duct Duct Condition Ducts Location Heating Cooling Location R -Value Status Tested? HVAC -1 Ducted Ducted Attic 4.2 New Yes Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. WATER HEATING SYSTEMS Ratedl Tank Energy Standby' Tank Insul. Water Heater # in Input Cap. Condition Factor Loss R -Value System Name Type Distribution Syst. (Btu/hr) (gal) Status or RE' (%) Ext. American PBCG10234SB5-2NV Large Gas All Pipes Ins 1 85,000 33 New 0.94 0.98% 0.0 Multi -Family Central Water Heating Details Hot Water Pump Hot Water Piping Length (ft) Add 1/2" Control # HP Type In Plenum Outside Buried Insulation 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Titie/Firm: Robert A. Pitchford, Design & Drafting Address: 41-625 Eclectic, #A-2 Pa Telephone: 60 346-2 Lie. #: 17 re) (date) Enforcement Age y Name: Title/Firm: Address: Telephone: Documentation Author Name: Tim Scott Tdle[Firm: H & H Air Conditioning Address: 74-991 Joni Drive #20 Palm Desert. CA 92260-2043 Telephone: I �'f Opp (signature) (date) f certificate Of Compliance: Residential (Addendum) CF -1 R Mr. & Mrs. Richard Walls-Casita 11912006 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the idequacy of the special justification and documentation submitted. Plan Field Not Valid for permit applications submitted on or after 01/23/06 because Energy Budget is based on SEER 10. HIGH MASS Design - Verify Thermal Mass: 494 sqft Covered Slab Floor, 4.00" thick at Casita HIGH MASS Design - Verify Thermal Mass: 295 sqft Exposed Slab Floor, 4.00" thick at Casita HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervision of a CEC- approved HERS provider using CEC approved testing and/or verification methods and must be reported on the CF4R Plan Field installation certificate. The HVAC System "HVAC -1" incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF -4R. The HVAC System "HVAC -1" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. This building has credit for Insulation Quality Installation. A certified HERS rater must visually verify the installation of all Insulation. EnergyPro 4.0 by EnergySoft User Number. 5533 Job Number: Paoe:6 of 14 1 VFW �> Mandatory Measures Summary: Residential (Page 1 of 2) MF -IR NOTE: Low-rise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercedes the items marked with and asterisk (7 below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check WA if not ENFORCE - applicable. NIA DESIGNER MENT Building Envelope Measures § 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. ❑ ❑X ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value: ❑X ❑ ❑ § 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not ❑ ❑X ❑ apply to exterior mass walls). § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ N ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: ❑X ❑ ❑ a. closable metal or glass door covering the entire opening of the firebox ❑ ❑X ❑ b. outside air intake with damper and control, flue damper and control ❑ ❑X ❑ 2. No continuous burning gas pilot lights allowed. ❑X ❑ ❑ § 150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. 0 ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. 19 ❑ ❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor ❑X ❑ ❑ permeance rate no greater than 2.0 pemUnch. ❑X ❑ ❑ § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include ❑ R ❑ CF -6R Form: § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfittration Controls. ❑X ❑ ❑ 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ ❑X ❑ 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain ❑ 0 ❑ Coefficient (SHGC), and infiltration certification. Page:7 of 14 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑X ❑ ❑ Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑ ❑X ❑ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or RCCA. ❑ ❑X ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ ❑X ❑' § 1500): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be extemalty wrapped with insulation ❑X ❑ ❑ having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external ❑X ❑ ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 3. The following piping is insulated according to Table 150 -AB or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire ❑ 0 ❑ length of recirculating sections of hot water pipes shall be insulated to Table 150B. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and ❑X ❑ ❑ indirect hot water tank shall be insulated to Table 150-8 and Equation 150-A. 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. ❑X ❑ ❑ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, Q ❑ ❑ and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed ❑X ❑ ❑ entirety in conditioned space. 7. Solar water -heating systems/oollectors are certified by the Solar Rating and Certification Corporation. ❑X ❑ ❑ EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number: Page:7 of 14 Mandatory Measures Summary: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (*) below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check WA if not ENFORCE - applicable. WA DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Duds and Fans 1. All duds and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, ❑ X❑ ❑ 605, and Standard 65; supply -air and retum-air duds and plenums are insulated to a minumum installed level of R4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑ ❑X sealed sheet metal, dud board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of dud systems and their components shall not be sealed with cloth back rubber adhesive ❑ dud tapes unless such tape is used in combination with mastic and draw bands. 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment ❑ maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 7. Flexible duds cannot have porous inner cores. ❑ ® ❑ § 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the Q ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36' of pipe between filter and heater for future solar heating. ® ❑ ❑ b. Cover for outdoor pools or outdoor spas. X❑ ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. X❑ ❑ ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooling appliances have no continuously ❑ ® ❑ burning pilot light. (Exception: Non -electrical cooling appliances with pilot < 150 Btu/hr) § 118 n: Cool Roof material meets speared criteria X❑ ❑ ❑ Lighting Measures § 150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ ® ❑ 150-0, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-0,X❑ ❑ ❑ luminaire has factory installed HID ballast. , § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ ❑X ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ ❑X ❑ OR are controlled by an occupant sensor(s) ceritfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR by dimmer OR ❑ ❑ are controlled a switch are controlled by an occupant sensor that complies with Section i 19(d) that does not tum on automatically or have an X❑ always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ X❑ ❑ certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the ❑ ❑ same lot shall be high efficacy luminaires (not including lighting around swimming poolslwater features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. X❑ ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and M. § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more 0 ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number: Page:8 of 14 ilesidential Kitchen Li-ghting Worksheet WS -5R Mr. & Mrs. Richard Walls-Casita 1/9/2006 Project Title Date At least 50°% of the total rated wattage of permanently installed luminaires in kitchens must be in luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens. High Efficacy Luminaire Type High Efficacy? Watts Quantity Watts Other Watts x = or x = or x = or x = or x = or x = or x = or x = or x = or x = or x = or x = or x = or x = or x = or x = or x = or x = or x = or x = or Total A: 0 B: 0 COMPLIES IF A >_ B YES ® NO ❑ EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number: Page:9 of 14 !r HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Mr. & Mrs. Richard Walls-Casita 1/9/2006 SYSTEM NAME FLOOR AREA HVAC -1 789 NGINEERING CHECKS SYSTEM LOAD Number of Systems 1 Heating System Output per System 55,000 Total Output (Btuh) 55,000 Output (Btuh/sgft) 69.7 Cooling System Output per System 35,000 Total Output (Btuh) 35,000 Total Output (Tons) 2.9 Total Output (Btuh/sgft) 44.4 Total Output (sgftrron) 270.5 Air System CFM per System 1,200 Airflow (cfm) 1,200 Airflow (cfm/sgft) 1.52 Airflow (cfmrron) 411.4 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions 26.0 OF 68.80F Outside Air 0 cfm Supply Fan 1200 cfm 68.8 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK I COIL HTG. PEAK CFM ISensiblel Latent I CFM I Sensible 859 16,499 385 16,640 0 1,982 1,536 0 0 0 0 0 0 0 0 0 1,982 1,536 20,464 236 19 712 Carrier 38TXA03633 27,004 3,013 55,000 Total Adjusted System Output 27004 3,013 55,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 m Jan 12 am 68.8oF 111.90-F Heating Coil h Return Air Ducts 4 Supply Air Ducts 110.70F ROOMS 70.0 of ICOOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Coolina Peak) I 10.0 / 72.5 of omutside a 0 cfm 76.6/62.1 of 76.6/62.1OF 76.6/62.2OF 55.4/54.2OF Supply Fan 1200 cfm Cooling Coil h Return Air Ducts y Supply Air Ducts 57.0/54.9OF 46.8% R.H. ROOMS 75.0 / 61.6 of EnergyPro 4.0 by EnergySoft User Number. 5533 Job Number: Page: 10 of 14 IkOOM LOAD SUMMARY PROJECT NAME Mr. & Mrs. Richard Walls-Casita DATE 1/9/2006 SYSTEM NAME HVAC -1 FLOOR AREA 789 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mutt. CFM I SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Casita Castta 1 859 16,499 236 859 16,499 236 385 16.640 PAGE TOTAL I 859 1 16,4.% 2W 11 385 16,640 TOTAL 859 1 16,499 236 11 385 16,640 EnergyPro By EnergySoft User Number: User Job Number. P,7ge:11 of 14 [ROOM HEATING PEAK LOADS 71 Project Title Date Mr. & Mrs Richard Walls-Casita �1/9/2006 Room Information Desian Conditions Room Name Casita Time of Peak Jan 12 am Floor Area 789 Outdoor Dry Bulb Temperature 260E Indoor Dry Bulb Temperature 70°F Conduction U -Value AT of Btuthr Items shown with an asterisk (h denote conduction through an interior surface to another room. Page Total: 13,8571 Infiltration: I1.00 x 1.064 x 789 x s.00 x o.502 / 6 0] x he ® = 2 783 dule Air Sensible Area Ceiling Height ACH AT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 16 628 EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number: Page: 12 of 14 789.0 x X X X X X X x X X X x X X X X x X X x x X X x X X X X X X X X X X X X X X X 0.0280 x X X X X x X X X X X X X X X X x X X x x X X X X X X X X X X X X X X X X X X 44 = = = = = = = = = = = = 972 435.4 0.0690 44 1,322 6.0 0.5300 44 140 6.0 0.5300 44 140 4.3 0.7200 44 136 4.3 0.7200 44 136 20.0 0.5300 44 466 15.0 0.5300 44 350 156-0 0,0690 474 11.0 0.5300 257 11.0 0.5300 44 957 11.0 0.5300 44 257 0 0,0690 44= 1-318 15-0 05300 44= 350 10.0 0.5300 44= 22.0 0.5300 44 513 Ma 053M 44=233 125.0 0.0690 44=380 0 0 44=1,492 perimeter = 78.0 0.7300 44= 2,505 perimeter = 03300 44=1927 Items shown with an asterisk (h denote conduction through an interior surface to another room. Page Total: 13,8571 Infiltration: I1.00 x 1.064 x 789 x s.00 x o.502 / 6 0] x he ® = 2 783 dule Air Sensible Area Ceiling Height ACH AT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 16 628 EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number: Page: 12 of 14 ["RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date Mr. & Mrs. Richard Walls-Casita 11/9/2006 Room Information Desian Conditions Room Name: Casita Outdoor Dry Bulb Temperature: 75OF Floor Area: 789 sf Outdoor Web Bulb Temperature: 111OF Indoor Dry Bulb Temperature: 75 of Outdoor Daily Range: 340F 5urraces 19.26. Orientation Area X X X X X X X X X X X X U -Factor X X X X X X X X X X X X CLTD 1 = = = = = = = = Btu/hr 789.0 0.0280 56.0 1,237 435.4 0.0690 29.0 871 156.0 0.0690 31.0 334 434.0 0.0690 31.0 928 125.0 0.0690 30.2 261 41.2 177 Northeast 0.0 28.7 4.3 41.2 177 Northeast 0.0 27.8 20.0 42.6 851 Northeast 0.0 27.8 15.0 42.6 638 Southeast 0.0 27.8 11.0 38.4 422 Southeast 0.0 Items shown with an asterisk (7 denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Window Window Window Window Window Window Window Window Window Window Page Total 3.6311 Orientation Shaded Area X X X x x X X x x x X GLF + + + + + + + + + + + Unshaded Area X X X X X x X x x x X1 GLF = = = = = = = = = = I = Btu/hr Northeast 0.0 27.8 6.0 42.6 255 Northeast 0.0 27.8 6.0 42.6 255 Northeast 0.0 28.7 4.3 41.2 177 Northeast 0.0 28.7 4.3 41.2 177 Northeast 0.0 27.8 20.0 42.6 851 Northeast 0.0 27.8 15.0 42.6 638 Southeast 0.0 27.8 11.0 38.4 422 Southeast 0.0 27.8 11.0 38.4 422 Southeast 0.0 27.8 11.0 38. 422 Southwest 0.0 27.8 15.0 38.4 575 Page Total 1 4196 Internal Gain Btu/hr Occupants 2 X Occupants X 230 Btuh/OCC. = E 460 ui ment 1 X Dwelling Units X 1 600 Watts/sgft = 1 600 Infiltration: 0 x 0 x x = 0 Air Sensible CFIVI ELA DT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 16,499 Latent Gain _ Btulhr Occu nts F-21 x Occupants x 200 Btuh/occ. _ Infiltration: x771 x 1.19 x 49.99 x -0.00058 = _164 Air Latent CFM MA n w TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 236 EnergyPro 4.0 by Energysoit User Number: 5533 Job Number: Page: 13 of 14 -RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Mr. & Mrs. Richard Walls-Casita Date 11/9/2006 Room Information Desi n Conditions Room Name: Casita Outdoor Dry Bulb Temperature: 75oF Floor Area: 789 sf Outdoor Web Bulb Temperature: 11 1O Indoor Dry Bulb Temperature: 75OFOutdoor Daily Range: 340E Opaque Surfaces Orientation Area U -Factor CLTD 1 Btu/hr Items shown with an asterisk (7 denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Internal Gain Occupants 2 E ui ment 1 Page Total 1 01 Orientation x x X X x X X x X X X X x Unshaded Area + 10.0 + 22.0 + 10.0 + 64.0 + + + + + + + I = GLF Southwest 0.0 x 38.4 x 0.0 = 38.4 Southwest 0.0 x 38.4 x 0.0 = 42.6 x x = x x = x x P = x x = x x = x x = x x = x ix x I x = Items shown with an asterisk (7 denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Internal Gain Occupants 2 E ui ment 1 Page Total 1 01 Orientation Shaded Area x X X x X X x X X X X GLF Unshaded Area + 10.0 + 22.0 + 10.0 + 64.0 + + + + + + + I X X X X X x X x x x Ix GLF Southwest 0.0 27.8 38.4 Southwest 0.0 27.8 38.4 Southwest 0.0 27.8 38.4 Northwest 0.0 27.8 42.6 I P X Occupants X 230 Btuh/occ. = X Dwelling Units X 1,600 Watts/sqft = Page Total Btu/hr Btu/hr 460 1 600 Infiltration: x 1 s x 4s ss x = 2.277 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 16499 Latent Gain _ Occu pants 0 X Occupants X 200 Btuh/000. _ Btulhr Infiltration: 4771 x 1.19 x 49.99 x -0.00058 = -164 Air Latent CFM BA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 236 EnergyPro 4.0 by EnergySoft User Number: 5533 Job Number. Page: 14 of 14 Aff IL LL7 1--wa 9 il AC HOUSTON LUMBER COMPANY "Lumbermen Since 1884" 84-391 Cabazon Road Indio, CA 92201 ��Q0�AkpAN4 (760) 347-8320. � g•. CITY OFLAQU N: -(a-6 ) 347-8515 C34055 b BOLDING $ XP. 6130 q SAFETY DEFA E s� FOR CONS R VE UCT1® SOF CAUFOP�\P BY cont "r. BOB EDWARDS CONSTRUCTION Job Name: WALL CASITA Date: 4/3/2006 11' Mph 2 3 2��6 0 • 0 • s 0. 1 0 H! w C.0 ao 21-0-8 7-0-0 i 14-0-8 0 AC HOUSTON LUMBER COMPANY 'Lumberman Since 1884' 84391 Cabazon Road, Indio, CA (760) 347-8320 Fax: (760) 347-8515 www.achoustonlumber.com 0 0 rn 12-11-0 2-5-8 3-3-8 0 CUSTOMER: Bob Edwards Construction JOB NAME: Wall Casita OP77ONS. PLAM: ELEV: JOB#: IT06-0077 cn 00 w rn 00 0-10-0 o I I DRAWN BY: JD SYMBOLS LEGEND: DATE: 3130/06 SCALE. N.T.S. NOTES: DO NOT Clrr,DRILL OR ALTER TRUSSES IN ANY WAV W/O APPROVED ENGINERING. The A.C. Houston Lumber Company's Truss Warranty Project Name: WALL CASITA I 0 Date of Delivery: 04/03/06 This document shall be considered an express warranty by The A.C. Houston Lumber Company for trusses we designed and manufactured for the above -referenced project. This warranty shall supercede all other warranties whether expressed or implied, written or verbal. Warranties: The A.C. Houston Lumber Company herein warrants for a period of ONE YEAR from the date of delivery referenced above, that the manufactured trusses shall be of fair and average quality in the trade and within the description of the contract and the project's documents as produced by the registered professional engineer for the project, hereinafter referred to as the "Engineer -of -Record". , This warranty is for truss design and manufacturing only and specifically excludes installation and damage to the trusses when the trusses are out of our immediate control. This warranty also specifically excludes work performed by the Engineer -of -Record including, but not limited to, structural design of the structure, structural drawings and construction design documents. Upon written notice, The A.C. Houston Lumber Company herein reserves the right to inspect, repair, or replace trusses that are not in conformity to contract documents, the Engineer -of -Record's project documents, improperly designed, or defectively • manufactured trusses. All remedies and damages are strictly limited to repair or replacement of the non -conforming truss or trusses. Such replacement or repair necessity shall be determined at the sole discretion of The A.C. Houston Lumber Company. Replacement or repairs shall be performed within a reasonable period of time and The A.C. Houston Lumber Company shall not be responsible for project • delay damages or repair and replacement of other trades' work. This warranty shall be considered void if the truss or integral truss structure is affected by adverse influences including, but not limited to, moisture, temperature, corrosive chemicals, gases, cuts, damage caused by or contributed to by another trade, improper installation, improper or insubstantial bracing, improper field storage and handling, or additional dead or live loads beyond that stated in the truss engineering attributable to: roof, floor, partitions, mechanical, fire sprinkler systems, attic, storage, wind, snow drift, seismic or other acts of nature. The foregoing warranties are exclusive, and are in lieu of all other warranties, whether written, oral, or implied, including any warranties regarding the merchantability and fitness for a particular purpose not specified herein. Revised 02-03 0 10 0 The A.C. Houston Lumber Company "Lumbermen Since 1884" To: Building department, building designer, and contractor Re: Truss design(s) for the following project(s): Customer: Bob Edwards Construction Job Name: Wall Casita Tag: IT06-0077 The 22 attached pages contain truss designs for the project referenced above. These truss designs were developed based on information provided to The A.C. Houston Lumber Company. These truss designs have been prepared at The A.C. Houston Lumber Company using MiTek connector plates (code approvals: ESR -1311, 1352) and must be fabricated by The A.C. Houston Lumber Company. Refer to UBC 97, IBC 2000, IBC 2003, ANSI/TPI 1-2002, WTCA 1-1995, BCSI 1-03, and commentaries and summaries available from WTCA, ICC, ANSI, and TPI for important information about trusses, including scope of responsibilities of various parties. The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss component shown under the conditions stated on the truss design. The engineer, who sealed these drawings, has not verified if these drawings are appropriate for a particular building plan. The suitability and use of these components for any particular building is the responsibility of the building designer, per Chapter 2 of ANSI/TPI 1-2002. DO NOT CUT, DRILL, NOTCH, MODIFY, OR OTHERWISE DAMAGE ANY TRUSS WITHOUT .PRIOR WRITTEN PERMISSION. REFER TO BCSI 1-03 PRIOR TO INSTALLING FOR GENERAL INFORMATION ABOUT HANDLING, INSTALLATION, AND BRACING. DO NOT OVERLOAD TRUSSES WITH LARGE QUANTITIES OF CONSTRUCTION MATERIALS. THESE CONDITIONS MAY RESULT IN INJURY OR LOSS OF LIFE. ANY PARTY WHO DOES SO TAKES FULL RESPONSIBILITY FOR ALL COST INCLUDING INVESTIGATION AND ENGINEERING DESIGN. ALL BEAMS, HEADERS, AND THEIR CONNECTION ARE BY OTHERS. If you have any questions, contact The A.C. Houston Lumber Company at: 760 347-3692. Cordially, William T. Bolduc, P.E. �<10 pROFFSs/ \AM TLU gpO�9 c C 34229 m * EXP 6130/07 N 9 CAVIL �P # 10raOFCALIF 3 2912 East La Madre Way, North Las Vegas, NV 89081-2628 Telephone: (702) 633-5000 P.O. Box 337410; North Las Vegas, NV 89033-7410 Fax: (702) 633-4826 www.achoustonlumber.com • • 9 n U n Li 0 6 10 Job Truss Truss Type Ory PtyTJ Wall Casita IT06.0077 Aru ROOF TRUSS tReference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MITek Industries, Inc. Thu Mar 30 10:35:13 2006 Page 1 3-2-5 6-4-0 7-8-8 10-10-3 14-0-8 3-2-5 3-1-11 1-4-8 3-1-11 ' 3-2-5 sme-In. 5'i- S's= 3 4 T2 4.00 12 yA 3x4 c 2 5 TI W3 4 W5 T3 WI W6 1 I 8 pd�I q B1 Ll LA pm Ie 3811 10 9 8312- 79w II tri II 3x4 = 4. = 3,8 11 4M = 3-2-5 6-4-0 7-8-8 10-10-3 14-0-8 3-2-5 3-1-11 1-4-8 3-1-11 3-2-5 Plate Offsets X 1:0-0-00-1-14 1:0-3-5 0.6.1 6:0-0-0 0-1-14 6:0-3-s 0-6.1 LOADING (psQ SPACING 2-0-0 CSI DER in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.03 9 >999. 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.06 9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.02 6 n/a n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) Weight: 122 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 6 SPF 165OF 1.5E 2.0.0 oc purlins (640 max.): 3.4. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1440 oc bracing. WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (lb/size) 1=1327/0-5-8,6=1327/0-5-8 Max Horz 1=42(load case 5) Max Uplift 1 —346(load case 3), 6— 346(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2675/690, 2-3=-2664!705, 3-4=-2461/685, 4-5=-2680/708, 5-6=-2669/689 BOT CHORD 1.10= 601/2358, 9-10=-601/2358, 8.9=•567/2446, 7-8=-570/2353, 6.7=-570/2353 WEBS 2-10--24/53,2-9-35/250,3-9-168/656, 3-8--57/113,4-8=-1741681, 5-8=-41/273, 5-7=-38/48 NOTES 1) 2 -pry truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 49-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 49-0 oc. Webs connected as follows: 2 X 4 - 1 row a149-0 oc. 2) All loads are Considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition II partially enclosed building, with exposure C ASCE 7.95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.ROFES P 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 346 lb uplift at joint 1 and 346 Ib uplift at joint 6. Design 4x2 indicated, fastened to truss TC 2-10d ��io `970 !G m r. ti 8) assumes (flat orientation) purlins at oc spacing w/ nails. 9) Hanger(s) other connection device(s) be sufficient to concentrated load(s) 531 Ib down 132 Ib 7-8-8, 531 Ib down 132 e 0 9� ��\P or shall provided support and up at and and y�N` Ib up at 6-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.LL LOAD CASE(S) Standard !/ C3422(� / 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Z n M EXp Uniform Loa: 1 3— 88, 3-4=-44(F=44), 46=-88, 1.9= 16, 8-9=-161(F=-145), 6.8=-16 6�3�/07 N Concentrated Loads (lb) Vert: 9=-531(F) 8-531(F) C/VIL � '�pr3 ?�'�CALIFO'- 0 • Ll 0 0 Job r Truss Truss Type ry Py JD -Wall Castle ITO6-0077 A02 ROOF TRUSS IO 6 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Thu Mar 30 10:35:14 2006 Page 1 7-0-4 14-0-8 7-0-4 7-0-4 5.6 = 3 4.m 12 z 4 T1 W1 T2 1 - 5 B1 3x4 � 3x4 a 2xd II 3x4 C 3x4 8 4811 4411 7-0-4 14-0-8 1 7-0-4 7-0-4 Plate Offsets X1:0-2-8 0-0-5 5:0 s o -as LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.04 5.6 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.10 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.02 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 44 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-2-10 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 3-8-1, Right 2 X 4 SPF No.2 3.8-1 REACTIONS (Ib/size) 1=730/0-5-8, 5=730/0-5.8 Max Horz 1 .17(load case 5) Max Upliftl= 196(load case 3), 5=1 96(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-12291301.2-3=-1119/328,3-4=-1119/327,4-5=-1228/301 BOT CHORD 1-6-219/1061,5-6-219/1061 WEBS 3-6=0/277 NOTES 1) Unbalanced root live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 lost top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition II partially enclosed building, with exposure C ASCE 7.95 per UBC97/ANS195 It end verticals or cantilevers exist, they are exposed to wind. It porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 Ib uplift at joint 1 and 196 lb uplift at joint 5. LOAD CASE(S) Standard <IO pROFEss/O T. e nt �wAM p rr C 34229 m * AXP 6/30/07 �'n N FIVIL �\P* 'qp�3 CALIFOR • 2p�s • 9 0 0 10 19 Job 1 Truss Truss Type Ory PryJD - Wall Casita IT06-0077 A03 ROOFTRUSS 1 1 Job Reference o tional A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Thu Mar 30 10:35:15 2006 Page t 6-3-0 7-9-8 14-0-8 6-3-0 1-6-8 6-3-0 Sm. -122. sae= 4xto= 3 4 T2 4.00 12 2 5 T1 W1 W3 T3 1 8 I6 el Sas 3N 31 II a 7 3rd = sB II 6-3-0 7-9-8 14-0-8 3.1 3Nc sig II 6-3-0 1-6-8 6-3-0 Plate Offsets X [1:0-2-8.0-0-51, [4,0-5-0.0-1-131, [6:0-4-5.0-0-51 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.03 1-8 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.08 1-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.02 6 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 48 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5.3.2 oc purlins, except BOT CHORD 2 X 4 SPF No.2 2-0-0 oc purlins (5-3-1 max.): 3-4. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 4 SPF No.2 3-2-4, Right 2 X 4 SPF No.2 3-2-4 REACTIONS (Ib/size) 1=730/0-5-8, 6=730/0-5-8 Max Harz 1— 42(load case 6) Max Upliftt—201 (load case 3), 6=201 (load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1250/323, 2-3=-1138/344, 3-4-1076/371, 4-5=-1139/344, 5.6=-1250/323 BOT CHORD 1-8---251/1079,7-8---252/1075,6-7-22011080 WEBS 3-8--0/142,3-7-176/117,4-7=-59/200 NOTES 1) Unbalanced root live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 Ib uplift at joint 1 and 201 Ib uplift at joint 6. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard pROFEssi �� 7 90 O�9 �\��tAM * E p3613 7 N c/VIL CALIF�R� FO - r L i' I U V 0 9 0 0 0 0 Job Truss Truss Type pry Py Wall Castle 1706.0077 A04 ROOF TRUSS 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Thu Mar 30 10:35:15 2006 Page 1 3-3-4 6-3-0 8-3-0 9-9-8 14-0-8 3-3-4 2-11-12 2-0-0 1-6-8 4-3-0 Scale. 122. 4b 4 4.. 59. 4.00 FIT T2 5 , 0 2rA T3 3 T W2 7 2 W4 5 WS .1 T4 B Id y B1 11 10 W- 02YA 11 Sm II 3X4� 4$ 11 6-3-0 8-3-0 9-9-8 14-0-8 6-3-0 2-0-0 1-6-8 4-3-0 Plate Offsets XY): [1:0-2-8.0-0-51.[8:0-4-5.0-0-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.03 1-11 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.40 Vert(TL) .-0.08 1-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.03 8 n/a n/a BCDL 8.0 Code . UBC97/ANSI95 (Matrix) Weight: 52 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-0-6 oc purlins, except BOT CHORD 2 X 4 SPF N0.2 2-0-0 oc pudins (5-1-10 max.): 5-6. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. SLIDER Left 2 X 4 SPF No.2 1-7-15, Right 2 X 4 SPF No.2 2-1-10 REACTIONS (lb/size) 1=730/0.5.8, 8=730/0-5-8 Max Horz 1=42(load case 5) Max Uplift l- I89(load case 3), 8-2011 (load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2- 1332/359, 2-3- 1263/366, 3-4- 1125/314, 45- 1105/313, 5-6-1295/390, 6-7=-1259/367, 7-8-1327/349 BOT CHORD 1-11-301/1151.10-11=-28411309,9-10=-264/1151,8-9-26211155 WEBS 3-11=-171/130, 411=-77/390, 55-11=-381/156, 5-10_ 188/42, 6-10- 60/239, 6.9-0/114 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 Ib uplift at joint 1 and 201 Ib uplift at joint 8. 6) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard pROF&ssi 0iL9 ON T & C 34229 m * EXP 6130107 N CIVIL �0F �p CALIFOR� 2p�6 KI • 0 I* 0 0 �0 Job , Truss Truss Type pry Py JD - Wall Casita IT06.0077 A05 ROOFTRUSS 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Thu Mar 30 10:35:16 2006 Page 1 , 3-1-13 6-3-0 10-3-0 11-9-8 14-0-8 3-1-13 3-1-3 4-0-0 1-6-8 2-3-0 srde. 122. 4x8 = 3 4.00 12 ha T2 z 4x4 5rS= Tl Wz 4 5 73 1 W3 d Ta 9 z 9, I6 38 II 9 9 3x4= 7W II 3x0= BE 4x4 = W11 W= 6-3-0 10-3-0 11-9-8 14-0-8 I 6-3-0 4-0-0 1-6-8 2-3-0 Plate Offsets X 1:0•ao0-1-1a 1:a3-50-6-1 6:0-ao0-1-1a 6:0-3-50-6-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.04 8-9 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.07 8.9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.02 6 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 58 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-11-7 oc purlins, except BOT CHORD 2 X 6 SPF 165OF 1.5E 2-0.0 oc purlins (4-6.3 max.): 4-5. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (lb/size) 1=720/0.5-8, 6=793/0-5-8 Max Horz 1.41 (load case 5) Max Upliftl= 189(load case 3), 6-227(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2. 1325/372, 2-3=-1164/327, 3-4=-1176/317, 4-5=-1657/494, 5-6=-1387/395 BOT CHORD 1-9=-314/1139,8-9=-450/1713,7-8=-299/1155.6-7=-30411172 WEBS 2-9=-147/130, 3-9-50/381, 4-9-687/273, 4-8=-434/157, 5-8=-167/644, 5-7=-40/134 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 If above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 to uplift at joint 1 and 227 lb uplift at joint 6. 6) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 38 Ib up at 11-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard ?R0FtrSs/0 'r 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 t`Q L1AM 6ti Loads Uniform �\�JU Vert: 1-33=•=- 86, 3 -4= -a8,4 -5=-a8' 5-6-88,1-6=-16 Concentrated Loads (lb) Vert: 7=-100(B) X C 34229 z * EXP 6/30/07 N� CIVIL �'F 3 CALIFO��\P 2p�6 • • 0 9 e I* 10 Job Truss Truss Type Oy Py JD - Wall Casita IT06-0077 BOt ROOF TRUSS 9 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MITek Industries, Inc. Thu Mar 30 10:35:16 2006 Page 1 6-3-0 12-6-0 6-3-0 6-3-0 4a9 = 90819 -1:19. 3 4.00 12 2 d T1 1Y1 T2 ' I 5 91 3xd . 3a4 % 9 tad II cid 11 31A a Sad 4411 6-3-0 12-6-0 I 6-3-0 6-3-0 Plate Offsets XY): [1:0-2-8.0-0-51,[5:0-4-5,G-G-5 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.03 1-6 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.06 1-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.02 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 39 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-9-0 oc pur ins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 3.3-3, Right 2 X 4 SPF No.2 3-3-3 REACTIONS (lb/size) 1=650/13-5-8,5=650/0-5-8 Max Horz 1-42(load case 6) Max Uplift 1-1 75(load case 3), 5— 175(load case 4) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2-10731263,2-3=-970/287,3-4---970/287,4-5-10721263 BOT CHORD 1-6-18a(920.5-6-188/920 WEBS 3-6=0/244 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 it above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category Il, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 1 and 175 lb uplift at joint 5. LOAD CASE(S) Standard PROFESS/O ON rep �V y� �y 0 EXP 61o�o �m N C/VtL �VF �Q CALIFC�� 2p�s • 0 n ►.I e 0 Job Truss Truss Type Oty Pty Wall Casita IT06-0077 802 ROOF TRUSS TJ.D,- Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Thu Mar 30 10:35:17 2006 Page 1 3-1-13 6-3-0 9-4-3 12-6-0 3-1-13 3-1-3 3-1-3 er = 3-1-13 $fie (:mi0a lls� I/IB I 3 4.00 FI2 2b \\ 2x4 4 2 W 4 I .5 B1 3811 Sae = 3ae = e 6a8 = 4-2-3 8-3-13 , 3aB II 6'B = 12-6-0 4-2-3 4-1-10 4-2-3 Plate Offsets X 1:0-0-0 0-2-14 1:0.3.5 0-6.1 5:0-0-0 0-2-14 5:0-3-5 0.6.1 LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.06 6.7 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.11 6.7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.02 5 n/a n/a BCDL 8.0 Code UB0971ANS195 (Matrix) Weight: 50 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 2-11-5 oo purlins. BOT CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 7-4-11 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE Lett: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=1494/0-r8, 5=1494/0.5-8 Max Hoa 1--41 (load case 13) Max Uplift 1 -869(load case 9), 5- 869(load case 12) Max Grav 1=2031(load case 8), 5=2031 (load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3661/1743, 2-3=-3059/1146, 3-4=-3059/1146, 4-5=-3661/1744 BOT CHORD 1-7=-1484/3225,6-7=-67412206,5-6---M5/3225 WEBS 2-7=-77/281, 3-7-299/946, 3-6-299/946, 4-6-77/281 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 If above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 869 Ib uplift at joint 1 and 869 lb uplift at joint 5. 5) This truss has been designed for a total drag load of 200 pit. Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-6-0 for 200.0 pit. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 9ROFES Uniform Loads (plf) Vert: 1-3=-88,3-5=-88,1-5=-160(F-144) (G� `S/0 V\PM 7. 90 4, C 34229 m * EXP 6/30/07 N CAVIL CA IF 2p�6 0 17 r-] 0 n Li n U 0 0 0 Job I Truss Truss Typepry Pty JD - Wall Castle IT06-0077 C01 ROOF TRUSS 2 I Job Reference (optional)i A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006.MiTek Industries, Inc. Thu Mar 30 10:35:18 2006 Page 1- 2-10-14 6-4-0 fi-7-P 10-0-2 12-11-0 2-10-14 3-5-2 0-3-0 3-5-2 4. = 2-10-14 see. -,so. 3 4.00 12 3x4 4 34 4 2 WS T1 T3 W, W2 W6 W7 5 2 HLJ LJ 31®I I 3 2X4 11 T 318 = 62x4 11 4X4 = 3>8 11 4x4 = 2-10-14 6-4-0 6-7-P 10-0-2 12-11-0 2-10-14 3-5-2 0-3-0 3-5-2 2-10-14 Plate Offsets X 1:Ed a 0-1-10 1:0-3-5 0-6-1 5:Ed a 0-1-10 5:0-3-5 0.6.1 LOADING (psQ SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(L-) 0.03 7-8 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.05 6.7 >999 180 BCL- 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.01 5 n/a Na BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 107 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Iblsize) 1=1203/0-5-8,5=1203/0-5-8 Max Horz 1- 42(load case 16) Max Uplift l= 867(load case 9), 5= 867(load case 12) Max Grav 1=1757(load case 8), 5=1757(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3563/1787,2-3=-3119/1355.3-4=-3119/1355,4-5=-3563/i788 BOT CHORD 1-8=-1548/3089,7-8=-106712607,6-7=-1037/2607,5-6=-1518/3089 WEBS 2-8=46!74, 2.7=-233/451, 4-7=-235/45114-6-46(73, 3-7=-254/1123 NOTES 1) 2-pty truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9.0 oc. - Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 lost top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7.95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.ROF P �S`S70 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 867 lb uplift at joint 1 and 867 lb uplift at joint 5. AGO �L 7) This truss has been designed for a total drag load of 200 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 12.11-0 for 200.0 pit. device(s) load(s) !`� T. e 8) Hanger(s) or other connection shall be provided sufficient to support concentrated 11101b down and 277 Ib up at 6-5-8 on bottom chord. The desigNseledon of such connection device(s) is the responsibility of others. ��\ANI 7 fns LOAD CASES) Standard G' / 3422 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ 6)(P6� 9 m Vert: 1.3=-88, 3-5=-88,1-5=-16 m 3p107 ;1I Concentrated Loads (lb) J Vert: 7s -1110(F) 9 c/ViL 2�FCALIFO��\P ��6 0 • 0 r 10 10 Job Truss Truss Type Pry -Wali Casita IT06-0077 CG01 ROOFTRUSS JD�- 1 JJD Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Thu Mar 30 10:35:19 2006 Page 1 3-4-15 • 8-10-0 3-4-15 5-5-0 .al.. 1:14. 3 4 2.3:3 12 3W a 2 T1 as W2 W3 W1 EY1 B1 4x1= 7 3-4-15 8-10-0 3� 6 5 1 3-4-15 5-5-0 Plate Offsets X 1:0.3-00.2-0 LOADING (psf) SPACING 2-0-0 CSI DEFT in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.04 6-7 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.10 6.7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.01 6 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-2-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (lb/size) 8=311/0-7-12, 6=675/Mechanical v Max Horz 8=112(load case 4) Max Uplift8= 76(load case 3), 6=-223(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-310/6811-2-911/249,2-3-77/56,3-4=-9/0,3-6=-380/184 BOT CHORD 7-8-103/0,6-7=-275/895,5-6=0/0 WEBS 1.7=-242/905, 2-7=-58/96, 2-6=-922/333 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 Ib uplift at joint 8 and 223 Ib uplift at joint 6. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=44, B=44) -to -3=-188(F-50, B-50), 3-148(F=-50, B= -50) -to -4-154(F-53, B=-53), 8=0(F=8, B=8) -to -5=-35(F-1 0, B=-10) pROFESS�O T, e0l �L9 �tG �\\L\AM �� '6'LUZ C 34229 m * EkP 6/30/07rn N y C/VIL \P* OFCAL IFOR� 206 • • 0 9 0 P, Ll 0 Job 1 Truss Truss Type Oty PtyJD - Wall Casita IT06-0077 CG02 ROOF TRUSS 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Thu Mar 30 10:35:19 2006 Page 1 1-5-4 6-1-2 8-9-5 9-6-7 I I 1-5-4 4-7-14 2-8-3 0-9-2 Sf90. 1:15. 3x0 = 4 491 5 &/ 11 3 2.83 12 T1 4x12 W3 2 W1 W2 W4 EV2 — el 38 II me= 2x4 II , 1-0-10 1-5-41 6-1-2 DW II 9-6-7 I I I 1-0-10 0-4-10 4-7-14 1 3-5-5 Plate Offsets X 1:0-2-00-1-8 4:0-2-0 Edge] LOADING (psf) SPACING 2-0-0 CSI DER in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.01 7-8 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.03 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.00 6 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 38 lb LUMBER BRACING TOP CHORD 2 X 4 SPF N0.2 TOP CHORD Sheathed or 6-0.0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2X4SPF No.2 SLIDER Left 2 X 4 SPF No.21-4-6 REACTIONS (lb/size) 6=706/0-4-4, 8-459/0-9-4 Max Horz 8=74(load case 4) Max Uplift6= 224(load case 3), 8= 156(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1.2=-195/46, 2-3=-729/205, 3-4=-746/280, 4-5=-697/298, 5-6=-642/253 BOT CHORD 1-8-57/211,7-8-125/211,r)-7-4141 WEBS 2-8=-399/169, 2-7=-1 12/469, 3-7-467/245,5.7=-278/794 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category ll, condition 11 partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 lb uplift at joint 6 and 156 Ib uplift at joint 8. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=44, B=44) -to -4=-196(F-54, B= -54),4=-196(F=-54, B= -54) -to -5=-210(F-61, B=-61), 1=0(F=8, B=8) -to -6=-38(F=-11, B=-11) pROF�SS�o ��O 0AM T e0C �L9 0 UJ G pas * E 020 N CIVIL CALIFOR�\P 2p�6 Ll • r U 0 LJ 0 I • 0 Job , Truss Truss Type Ory -Wall Caslta fT06-0077 CG03 MONOTRUSS 1 7job Referenda (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Thu Mar 30 10:35:19 2006 Page 1 3-2-3 zr n 3-2-3 Sde -1:7 i 2.83 12 2 T1 B�rz BI X ffi4 fi 3-2-3 X 5 1 3-2-3 Plate Offsets X [1:0-2-4,0-1-151 LOADING (psQ SPACING 2-0.0 CSI DER in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 1-6 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 1-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 6 nra n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 10Ito LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-2-3 oc purlins, except end verticals. BOT CHORD 2'X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 1-6-9 REACTIONS (lb/size) 1=3610-3-8,6=85/0-3-8 Max Horz 1— 47(load case 6) Max Upliftt—11 (load case 3), 6=-16(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-14120,2-3=-2123,3-4=-210.3-6-70/25 BOT CHORD 1-6--0/22.5-6=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 it above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 It end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 Ib uplift at joint 1 and 16 Ib uplift at joint 6. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (pIQ Vert: 1=0(F=B, B=8) -to -5=-13(F=2, B=2), 1=0(F=44, 13=44) -to -3-64(17=1 2. B=12), 3= 24(F=12, B=12) -to -4=-30(F=9, B=9) fZO FESSIO L T, e0 'L9 \\ LU C34229 m * EXP 6130/07 r T CIVIL �OP '1Ar 3 CALIF�R�\P 2p0 .. LI Job r 8060077 A.C. Houston, Indio, CA -92201, • • Ll r-1 L-A I* I• ROOF TRUSS 112 1 1 os 2 M11111 scdo. 1:72 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) -0.00 4 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2. n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 5lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 1.11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Not REACTIONS (lb/size) 4=9310-3-8, 3=20/Mechanical, 2=73/Mechanical Max Horz 4=55(load case 5) Max Uplift4=13(load case 3), 3= 3(load case 5), 2= 44(load case 5) Max Grav4=93(load case 1), 3=33(load case 2), 2=73(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=85131,1-2=-27/18 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 lost bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 4, 3 Ib uplift at joint 3 and 44 Ib uplift at joint 2. LOAD CASE(S) Standard ' ��O pROFESSIO n G C 34229 * FXP 6/30/07 N CIVIL �OP CALIFOR�\P 2p06 0 • r� U 0 Ki 0 � 0 Job 1 Truss Type Qty Pty JD-WallCasita 1`106-0077 FCTJUISISB ROOFTRUSS 1 1 Job Reference (optional) A.C. Houston, Indio. CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Thu Mar 30 10:35:20 2006 Page 1 2-9-11 3 2-9-11 ' Stere. 1:7 4.U0 12 3511 2 T1 I Bi 2xd = 5 d 0-10-0 2-9-11 0-10-0 1-11-11 Plate Offsets X [2:0-3-4.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) 0.00 5 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.05 Vert(TL) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 7lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 2-9-11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2X4SPFNo.2 REACTIONS (lb/size) 3=47/Mechanical, 4=1/Mechanical, 5=230/0-5-8 Max Horz 5--61 (load case 3) Max Upliff3-32(load case 3), 5=-79(load case 3) Max Grav3=47(load case 1), 4=17(load case 2), 5=230(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension - TOP CHORD 1-2-59/36.2-3=-30/10 BOTCHORD 1-5-0/61,4-5=0/0 WEBS 2.5=-175/87 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber D01-=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 Ib uplift at joint 3 and 79 Ib uplift at joint 5. LOAD CASE(S) Standard pROFESS1,0 7: e0l It, �\-�"\Am C 34229 m * EXP 6/30/07 N y QVIL �OR \P* CALIFO�� 206 • Job r Truss ITD6.0077 CJ01C I 1 L_J J yyc Vty du - vvan uasia ROOFTRUSS 1 1 Job Reference (opti 6.300 s Jan 10 2006 t 2 or to prevent uplift I 1-3-8 31 u , 1-11-11 1-3-8 0-8-3 • LOADING (psf) SPACING 2-0.0 CSI DER in (loc) Well Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) 0.00 4 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.13 Vert(TL) 0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(R) -0.00 2 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 6lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 1.11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 X 4 SPF No.2 • REACTIONS (Ib/size) 3-63/Mechanical, 4=189/0-r8, 2=61/Mechanical Max Horz 4=55(load case 5) Max Uplitt3= 63(load case 1), 4= 55(load case 3), 2= 42(load case 5) Max Grav 3=1 9(load case 3), 4=189(load case 1), 2=61 (load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5-97/34,1-2=-31/14 BOT CHORD 4-5-0/55,3-4=0/0 NOTES • 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category ll, condition 11 partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 Ib uplift at joint 3, 55 Ib uplift at joint 4 and 42 Ib uplift at joint 2. LOAD CASE(S) Standard I• D■ 10 scoe. 1:%, �O ?ROFESSi e° O�9 34229 m * EXP 6/36/07 'n N C/VIL \P* 'fpr 3 �OP CALIFO 2p�6 CJ02 • • ROOF TRUSS 110 I 1 IJob R 6.300s 3-14-11 • LOADING (psQ SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 DER in TCDL 24.0 PLATES GRIP Lumber Increase 1.25 Verl(LL) -0.01 BCLL 0.0 MT20 197/144 Rep Stress Incr YES Vert(TL) -0.02 BCDL 8.0 Code UBC97/ANSI95 Harz(TL) 0.01 LUMBER (Matrix) TOP CHORD 2 X 4 SPF No.2 Weight: 10 Ib BOT CHORD 2 X 4 SPF No.2 BRACING WEBS 2X4SPF No.2 TOP CHORD • REACTIONS (lb/size) 4=193/0-5.8, 2=148/Mechanical, 3=44/Mechanical Max Horz 4=91 (load case 5) Max Uplift4= 36(load case 3), 2=-82(load case 5) Max Grav4=193(load case 1), 2=148(load case 1), 3=70(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=17W70,1-2=-56/37 BOT CHORD 3-4=0/0 NOTES • 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 Ib uplift at joint 4 and 82 Ib uplift at joint 2. LOAD CASE(S) Standard Sebe -19 0 ?ROFFSS/ �\�),\AM T. g0 -2 34229 m * EXP 6130/07 N� CIVIL 'qAM 3 �OF CALIF�R�\P 2006 3-11-11 3-11-11 CSI DER in (loc) Well Ud PLATES GRIP TC 0.26 Verl(LL) -0.01 3-4 >999 240 MT20 197/144 BC 0.14 Vert(TL) -0.02 3-4 >999 180 WB 0.00 Harz(TL) 0.01 2 • n/a n/a (Matrix) Weight: 10 Ib BRACING TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS (lb/size) 4=193/0-5.8, 2=148/Mechanical, 3=44/Mechanical Max Horz 4=91 (load case 5) Max Uplift4= 36(load case 3), 2=-82(load case 5) Max Grav4=193(load case 1), 2=148(load case 1), 3=70(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=17W70,1-2=-56/37 BOT CHORD 3-4=0/0 NOTES • 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 Ib uplift at joint 4 and 82 Ib uplift at joint 2. LOAD CASE(S) Standard Sebe -19 0 ?ROFFSS/ �\�),\AM T. g0 -2 34229 m * EXP 6130/07 N� CIVIL 'qAM 3 �OF CALIF�R�\P 2006 J J 0 0 0 L] 10 Job , Truss Type pry Pty JD - Wall Casita IT06.0077 F1-J021 IROOFTRUSS 2 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MITek Industries, Inc. Thu Mar 30 10:35:21 2006 Page 1 3-11-11 1 3-11-11 z� $CAB -19. 4.0D['72 2x0 II TI 1 Anchor to prevent uplift W- Ll BI a9 u 5 1-6-8 1-9 4 a 3-11-11 3 1-6-8 0-2-12 2-2-7 LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) 0.01 3-4 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.41 Vert(TL) 0.01 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.04 2 Na n/a BCDL 8.0 Code UBC97/ANSI95 . (Matrix) Weight: II lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4SPF No.2 REACTIONS (lb/size) 2=121/Mechanical, 3=-74/Mechanical, 4=339/0-5-8 Max Horz 4=91 (load case 5) Max Uptift2— 75(load case 5), 3= 74(load case 1), 4-111 (load case 3) Max Grav 2=1 21 (load case 1), 3=36(load case 3), 4=339(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5-203f77,1-2=-64/28 BOT CHORD 4-5-0/91,34-0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 251t above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7.95 per UBC97/ANSI95 It end verticals or cantilevers exist, they are exposed to wind. II porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 Ib uplift at joint 2, 74 lb uplift at joint 3 and 111 Ib uplift at joint 4. LOAD CASE(S) Standard pROFEss�o �� L1AM T, e0 'L9` � \yA�v �j�� y 34229 m * EXA g/30/07 N CAVIL CALIF�R�\P 2p�6 n U 0 • `J IJ Ll Ll L Job , Truss Type Ory Ply JD - Wall Casita IT06-0077 TCjulss, ROOF TRUSS - 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Thu Mar 30 10:35:21 2006 Page 1 I 4-9-11 ]� sane -1 s. 1 4.00 lz T1 z B1 2x4 = 0-10-0 4-9-11 6 0-10-0 3-11-11 Plate Oftseis X !:0-3-4.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.01 4-5 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.01 3 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-9-11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (lb/size) 3=138/Mechanical, 4=34/Mechanical, 5=315/0-5-8 Max Horz 5=100(load case 3) Max Uplift3= 77(load case 3), 5=-97(load case 3) Max Grav3=138(load case 1), 4=62(load case 2), 5=315(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD .1-2-110/52,2-3=-57/34 BOT CHORD 1-5-0/100,4-5=0/0 WEBS 2-5=-296/162 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 Ib uplift at joint 3 and 97 Ib uplift at joint 5. LOAD CASE(S) Standard pROFESsir) \,\AM T eO �L9 LU 34229 m * EXP 6/30/07 N 9 CAVIL �OR '9Ar 3 CALIFOR�\P 2��6 P Job 1 IT06-0077 • A.C. Houston, Indio, CA - 92201, • 1• • 1• 10 ROOFTRUSS I1 1 1 s 1 sctl • 19. REACTIONS (Ib/size) 2=131/Mechanical, 3=-1/Mechanical, 4=255/0-58 Max Horz 4=91 (load case 5) Max Uplift2-78(load case 5), 3-1 (load case 1), 4— 70(load case 3) Max Grav 2=131(load easel), 3=34(load case 2), 4=255(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-5-193(74,1-2=-61/31 BOT CHORD 4-5--0/91,3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 Ib uplift at joint 2, 1 Ib uplift at joint 3 and 70 Ib uplift at joint 4. LOAD CASE(S) Standard �O ?ROFESSi LU �Z C 34229 m * EkP 6�30/p7 � N CIVIL 'qp� �OFCALIFO��\P 3 ,,,_ 0-10-0 Wit 3-11-11 0-10-0 3-1-11 LOADING (psQ SPACING 2-0-0 CSI DER in (Ioc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.00 3-4 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.24 Vert(TL) 0.01 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 8:0 Code UBC97/ANSI95 (Matrix) Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-11 -11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 2=131/Mechanical, 3=-1/Mechanical, 4=255/0-58 Max Horz 4=91 (load case 5) Max Uplift2-78(load case 5), 3-1 (load case 1), 4— 70(load case 3) Max Grav 2=131(load easel), 3=34(load case 2), 4=255(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-5-193(74,1-2=-61/31 BOT CHORD 4-5--0/91,3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the extedor(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 Ib uplift at joint 2, 1 Ib uplift at joint 3 and 70 Ib uplift at joint 4. LOAD CASE(S) Standard �O ?ROFESSi LU �Z C 34229 m * EkP 6�30/p7 � N CIVIL 'qp� �OFCALIFO��\P 3 ,,,_ i L 0 6 K7 Job . Truss Truss Type Ory Ply JD - Wall Caste IT06-0077 CJ03 ROOF TRUSS 8 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Thu Mar 30 10:35:22 2006 Page 1 5-11-11 5-11-11 2 Scale. 1:12 Canby . 1118 1 4.00 12 T1 81 3r3 II 5-11-11 3 5-11-11 LOADING (psf) SPACING 2-0.0 CSI DER in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.07 3-4 >950 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.13 3-4 >526 180 SCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.05 2 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 14 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (lb/size) 4=297/0-5-8, 2=227/Mechanical, 3=69/Mechanical Max Horz 4=129(load case 5) Max Uplift4-61(load case 3), 2=-122(load case 5) Max Grav4=297(load case 1), 2=227(load case 1), 3=108(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4-273/112,1-2=-86/56 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip IOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ib uplift at joint 4 and 122 Ib uplift at joint 2. LOAD CASE(S) Standard <1O PROFESS/ \AM T. eo O4/ LU C 34229 m * EXP 6/30/p7 � N� C/VIL �OP 'fpr 3 CA IF 2p�6 LIM Ll Ll n U 0 � � 0 Job ypeOty Ply JD •Wall Casita 1706-0077 PI—SIS" 710SI—SIT TRUSS 2 1 Job Reference o tional A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Thu Mar 30 10:35:22 2006 Page 1 5-11-11 5-11-11 " 2 sma. r:1 4.00 12 z 4 n T' mm m w. et 5 4 1-6-8 1-9-4 5-11-11 3 1-6-8 0-2-12 4-2-7 Plate Offsets X 1:Ed a 0-2-0 LOADING (psf) SPACING 2-0-0 CSI DER in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.05 3-4 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.80 Vert(TL) 0.09 3-4 >572 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.16 2 n/a We BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 17lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5.11-11 oc pudins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-311 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (lb/size) 2=250/Mechanical, 3=•55/Mechanical, 4=398/0-5.8 Max Horz 4=130(load case 5) Max Uplift2— 135(load case 3), 3=-55(load case 1), 4=-119(load case 3) Max Grav2=250(load case 1), 3=45(load case 3), 4=398(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5-250/61,1-2=-70/63 BOT CHORD 4-5--0/10,3-4=0/0 WEBS 1-4=-0/126 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead toad, in the extedor(2) zone root zone on an occupancy category It, condition II partially enclosed building, with exposure C ASCE 7.95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of thus to bearing plate capable of withstanding 135 Ib uplift at joint 2, 55 lb uplift at joint 3 and 119 lb uplift at joint 4. LOAD CASE(S) Standard pROFEssiO T. 90,y9` \\L\AM Z LU W C 34229 m * EXP 6130107 N CIVIL \P* gAr.3 OP CALIF- 2�p6 • • • Jou I ypeury ry Ju - tnaucasaa IT06-0077 CJ03B ROOF TRUSS 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Thu Mar 30 10:35:22 2006 Page 1 6-9-11 26= • LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 24.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 8.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 6-9-11 CSI DEFL in (loc) Well Ud PLATES GRIP TC 0.95 Vert(LL) -0.11 '1-3 >713 240 MT20 197/144 BC 0.40 Vert(TL) -0.20 1-3 >396 160 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix) Weight: 16 Ib BRACING TOP CHORD Sheathed or 5.5.10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS (lb/size) 1=335/0-58, 2=283/Mechanical, 3=52/Mechanical Max Horz 1=139(load case 3) Max Uplift l= 75(load case 3), 2=-158(load case 3) Max Grav1=335(load case 1), 2=283(load case 1), 3=118(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-89!79 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 If above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 Ib uplift at joint 1 and 158 Ib uplift at joint 2. LOAD CASE(S) Standard 0 10 Sr.d. -1:12. Gmba -11161 ��O PROFESS C, �\V�1AM T. e0`'L9 C W C34229 m * FkP6X30/0 N Cn/IL CALIF��\P 2p06 0e 7 7 • 0 LM 10 10 Job Truss Truss Type Ory PlyJD - Wall Casita IT06.0077 CJ03C ROOF TRUSS 1 1 Job Reference o tional A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 NTek Industries, Inc. Thu Mar 30 10:35:23 2006 Page 1 5-11-11 , , 5-11-11 2 Scale -1:12. 4.00 F,2 TI 2x4 II BI 410 II 5 3 2w II 0-10-0 4-4-4 5-11-11 0-10-0 3-6-4 1-7-7 LOADING (psf) SPACING 2-0-0 CSI DER in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.03 3-4 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.05 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.03 2 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPFNo.2 REACTIONS (lb/size) 2.208/Mechanical, 3=32/Mechanical, 4=35310-5-8 Max Horz 4=130(load case 5) Max Uplift2a117(load case 5), 4= 94(load case 3) Max Grav2=208(load case 1), 3=78(load case 2), 4=353(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5-292/117, 1-2=-92/50 BOT CHORD 4-5-0/130.3-4--0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (fry others) of truss to bearing plate capable of withstanding 117 Ib uplift at joint 2 and 94 Ib uplift at joint 4. LOAD CASE(S) Standard V PROFESS/O �r e tie AxlT. pC � 0 G 34229 z * FXP 6/30/07 r/7 N CIVIL \P* 'gAr3�OFCALIFC�� 2p�s It 0 r GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify Los lasses no estAn marcados de ning6n modo que the frequency or location of temporary bracing. identifique la frecuencia o localizaci6n de los arriostres Follow the recommendations for handling, (bracing) temporales. Use las recomendaciones de manejo, installing and temporary bracing of trusses. instalaci6n y arriostre temporal de IDs trusses. Vea el folleto Refer to BCSI 1-03 Guide to Good Practice for B(SI 1-03 Gula de Buena PrALtica para el Manejo, Instalacidn Handling Instilling & Bracing of Metal Plate y Arriostre d los Trusses d Madera Connectados con Connected Wood Trusses for more detailed placas de Me[atoara para mayor informad6n. information. Truss Design Drawings may specify locations of Los dibujos de diseno de IDs trusses pueden especificar permanent bracing on Individual compression las localizaciones de los ardostres permanentes en los members. Refer to the B( u , Summary miembros individuales en compresi6n. Vea la hoja Iesiimen Sheet -Web Member Permanent Bracing/Web 'g 3-oara los arriostres permanentes v refuerzos "'os Reinforcement for more Information. All other mlembros secundarius (webs) para mayor informaci6n. EI permanent bracing design is the responsibility resto de arriostres permanentes son la responsabilidad del of the Building Designer. Disenador del Edificio. © The consequences of Improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. EI resultado de un manejo, instalaci6n y arriostre inadecuados, puede ser la caida de la estructura o a6n peor, muertos o heridos. Banding and truss plates have sharp edges. Wear Q gloves when handling and safety glasses when / '^ cutting banding. Empaques y places de metal tienen bordes afilados. Use guantes y lentes protectores cuando corte los empaques. HANDLING - MANEJO QAllow no more No permita mas © Use special care in than 3" of defies- de 3 pulgadas de windy weather or tion for every 30' pandeo por sada 10 near power lines of span, pies de tramo, and airports. la A to r 6' o _ T _ v +,w• o' I a QPick up vertical Levante de la cuerda bundles at the superior los grupos top chord, verticales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK .. ; QBundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la tierra por Una semana o mas deben ser elevados con bloques a cada 8 o 10 pies. For long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para almacen-amlento por mayor dempo, cube los paquetes pare prevenir aumento de humedad pero permita ventilaci6n. Utilice cuidado especial en dias ventosos o cerca de cables el&ctricos o de aeropuertos. Spreader bar for truss bundles f 7f Check banding Revise los empaques U prior to moving antes de mover los bundles. paquetes de trusses. Avoid lateral bending. — Evite la Flexi6n lateral. Q Do not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. Do not store on No almacene en uneven ground. tierra desigual. mw HAND ERECTION — LEVANTAMIENTO A MANO QTrusses 20' or Trusses 30' or - less, support LTJ less, support at t . at peak. �� quarter points. t Levante Levante de del pini los los cuartos trusses de 20 de tramo IDs pies o menos. trusses de 30 f Trusses up to 20' pies o menos.Trusses up to 30' Trusses haste 20 pies -'Trusses hasta 30 pies HOISTING — LEVANTAMIENTO I f�f Hold each truss in position with the erection equipment until temporary bracing is installed and U truss is fastened to the bearing points. Sostenga cada truss en posici6n con la gr6a hasta que el arriostre temporal est6 instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. No levante del pico los trusses de mAs de 30 pies. Greater than 30' M6 de 30 Dies HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS 60' or less �— Approx. 1/2 —� truss length Tagline TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Toe_ Imo\ / Toe -in Spreader bar 1/2 to Tagline 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreader barAttach above or stiffback 10' o.c. max. mid -height I� Spreader bar 2/3 to I 3/4 truss length �►II TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE QRefer to BCSI-B2 Summary Sheet - Truss Installa- v Refer and Temporary Bracing for more information. Vea el res6men BCSI-B2 - Instalaci6n de Trusses * 4 y And stre Temporal para mayor informaci6n. Do not walk on unbraced trusses. No camine en trusses sueltos. QLocate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de Berra para el primer truss directamente en linea con cada Una de las files de arriostres laterales temporales de la cuerda superior. Brace first truss well �— before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) nin. BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO QThis bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este m6todo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Longitud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Haste 30 pies 10 pies m3ximo 30' to 45' B' o.c. max. 30 a 45 pies 8 pies m3ximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80pies* 4 pies m6ximo 'Consult a Professional Engineer for trusses longer than 60'. 'Consulte a un ingeniero para trusses de mas de 60 pies. Q See BCSI-B2 for TCTLB options. Vea el BCSI-82 para las opciones de TCTLB. \ ® Refer to BCSI-B6 r7i Repeat diagonal braces. Vea el res6men IJ BCSI-B6 - Arriostre Repita los arriostres del truss terminal diagonales. de un techo a dos agues. f�I Set first five trusses with spacer pieces, then add diagonals. Repeat IJ process on groups of four trusses until all trusses are set. Instale los cinco primeros trusses con espaciadores, luego los arc ostres diagonales. Repita Este procedimiento en grupos de cuatro trusses haste que todos los trusses esten instalados. 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2042' length lapped over two trusses. . 10'-15' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web Diagonal braces every 10 truss spaces (20' max.) 10'-15' max. same spacing as bottom chord Some chord and web members not shown for clarity. lateral bracing DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE1 BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 ®Refer to BC5I-07 Maximum lateral brace spacing Summary Sheet 10' o.c. for 3x2 chords -- Temporary and 15' o.c. for 4x2 chords Diagonal braces Permanent Bracina �5 every 15 truss for Parallel Chord spaces (30' max.) Thu for more Information. Vea el res6men SCSI -87 - Arriostre temporal v Permanente de The end diagonal trusses de cuerdas brace for cantilevered parale(a i para mayor trusses must be placed Lateral braces Informacl6n. on vertical webs In line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION for Out -of -Plane. — Tolerancias para Fuera-de-Plano. Plywood or OSB QTolerances Max. Bow length —� Max. Bow Ole Max. Truss Bow Length TTi11 �— Length ► Q B 3/4' 12.5' Max. �— Length �6d 7/8' 14.6' I'7f Tolerances for IJ t D/50 D (ft.) 1" 16.7' Out -of -Plumb. 1/4" 1, 1-1/8' 18.8' Tolerancias paraI 1/2" 2' 1-1/4' 20.8' Fuera-de-Plomada. n 3/4" 3' 1-3/8" 22.9' o I Plumb ' bob 1" 4' 1.1/2' 25.0' 1-1/4" 5' 1.3/4" 29.2' D/5o max — -- 1 -1 /2" 6' 2' .33.3' 1-3/4" 7' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION © Do not proceed with construction until all bracing is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda con la construcci6n haste que todos los arriostres Material Height (h) est6n colorados en forma apropiada y Segura. Gypsum Board 12" Do not exceed maximum stack heights. Refer to BCS1-B1 Asphalt Shingles 2 bundles Summary Sheet -Construction Loadina for more Information. Concrete Block 8" No exceda las maximas alturas recomendadas. Vea el res6men BCSI-B4 Carga de Construcct6n para mayor informed n. 122 1 i(ll(1 Do not overload small groups or single trusses. No sobrecargue pequefios grupos o trusses individuales. QPlace loads over as many trusses as possible. Coloque las cargas sobre tantos trusses tomo sea posible. Position loads over load bearing walls. Q Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES QRefer to BCSI-BS Summary Sheet - Truss Damage, 3obsite Modifications and Installation Errors. Vea el rest men BCSI-B5 Danos de russet Modificaciones en la Obra v Errores de In_stalad6n Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No corte, altere o perfore ning6n miembro estructural de los trusses, a mens que est6 especificamente permitido en el dibul del diseno del truss. QTrusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcci6n o han sido alterados sin Una autorizaci6n previa del Fabricante de Trusses, pueden reduclr o eliminar la garantia del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (If applicable) are ca- pabte to undertake the work they have agreed to do on a particutar project. The Contractor should seek any required assistance regarding construction practices from a competent party. The methods and procedures outlined are Intended to ensure that the overall construction o techniques employed will put Boand roof trusses Into place SAFELY These recommendations for handling, Installing and bracing wood trusses are based upon the collective experience of leading technical personnel In the wood truss Industry, but must, due to the nature of responslbllitles involved, be presented only as a GUIDE for use by a qualified Bullcling Designer or ErectloNlnsallatldn Contractor, Itis not intended that these recemmendauons be Interpreted as superior to any design speciflatlon (provided by either an Architect, Engineer, the Building Designer, the ErectloNtnstallatlon contractor or otherwise) for handling, installing and bracing wood lasses and it does not preclude the use of other equivalent methods for baring and providing stability for the walls and columns as may be determined by the truss ErecdoNinsallation Contractor. Thus, the Wood Truss council of America and the buss Plate Institute expressly disclalm any responsibility for damages arising from the use, application, or rellance on the recommendations and information contained herein. I.II.�f WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandra, VA 22314 w 608/274-4849 • www.woodbuss.com 703/683-1010 • ww1pinst.org 81WARN11x17 20050501 Plywood or OSB 16" Clay Tile 3-0 tiles high Do not exceed maximum stack heights. Refer to BCS1-B1 Asphalt Shingles 2 bundles Summary Sheet -Construction Loadina for more Information. Concrete Block 8" No exceda las maximas alturas recomendadas. Vea el res6men BCSI-B4 Carga de Construcct6n para mayor informed n. 122 1 i(ll(1 Do not overload small groups or single trusses. No sobrecargue pequefios grupos o trusses individuales. QPlace loads over as many trusses as possible. Coloque las cargas sobre tantos trusses tomo sea posible. Position loads over load bearing walls. Q Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES QRefer to BCSI-BS Summary Sheet - Truss Damage, 3obsite Modifications and Installation Errors. Vea el rest men BCSI-B5 Danos de russet Modificaciones en la Obra v Errores de In_stalad6n Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No corte, altere o perfore ning6n miembro estructural de los trusses, a mens que est6 especificamente permitido en el dibul del diseno del truss. QTrusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcci6n o han sido alterados sin Una autorizaci6n previa del Fabricante de Trusses, pueden reduclr o eliminar la garantia del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (If applicable) are ca- pabte to undertake the work they have agreed to do on a particutar project. The Contractor should seek any required assistance regarding construction practices from a competent party. The methods and procedures outlined are Intended to ensure that the overall construction o techniques employed will put Boand roof trusses Into place SAFELY These recommendations for handling, Installing and bracing wood trusses are based upon the collective experience of leading technical personnel In the wood truss Industry, but must, due to the nature of responslbllitles involved, be presented only as a GUIDE for use by a qualified Bullcling Designer or ErectloNlnsallatldn Contractor, Itis not intended that these recemmendauons be Interpreted as superior to any design speciflatlon (provided by either an Architect, Engineer, the Building Designer, the ErectloNtnstallatlon contractor or otherwise) for handling, installing and bracing wood lasses and it does not preclude the use of other equivalent methods for baring and providing stability for the walls and columns as may be determined by the truss ErecdoNinsallation Contractor. Thus, the Wood Truss council of America and the buss Plate Institute expressly disclalm any responsibility for damages arising from the use, application, or rellance on the recommendations and information contained herein. I.II.�f WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandra, VA 22314 w 608/274-4849 • www.woodbuss.com 703/683-1010 • ww1pinst.org 81WARN11x17 20050501 TRUSS INSTAL TIONZNDITEM.PORARYIBRi4GINGj Set Next Four Trusses with TCTLB in Line with Ground Bracing 4 ■ Coloque los Siguientes Cuatro Trusses con los ALTCS en Linea con los Arriostres de Tierra Q Attach trusses securely at all bearings, shimming bearings as necessary. Example of first five trusses. Conecte los trusses en forma Segura a todos los soportes, rellenando s6lidamente los soportes si fuera necesario. Ejemplo de los cinco primeros trusses. See options below See options below See options below BRACINGEXTERIOR GROUND BRACING INTERIOR GROUND FIERIOR GROUND AR OSTRE _DE TIERRA EXTERIOR ARRrn.gMF nF TrFRRA YN FR n0 I ARRIOTRE DE 3HNRA N7iRiOn A" MRED Q The three options for installing TCTLB spacer pieces. Las tres opciones para instalar piezas de espaciamiento para ALTCS. Option 1 Top Nailed Spacer Pieces Opcidn 1 Piezas de espaciamiento clavadas arriba 27"+ 7221117 2 nails at every connection 2 clavos en � cada coneccidn 11/2" minimum end distance 1 %2 pulgadas distancia de extremo minima Option 2 End -Grain Nailed Spacer Pieces Opci6n 2 Piezas de espaciamientos conectadas al extremeo Option 3 Proprietary Metal Bracing Products Opd6n 3 Productos de refuerzo de metal patentado See manufacturer's specifications. vea las especificaciones del fabricante. No use piezas de espaciamiento con rajaduras. IMPORTANT SAFETY WARNING! 6 Never release the truss from the hoisting supports until all top chord temporary lateral braces are installed and bearing attachments are made. ADVERTENCIA IMPORTANTE DE SEGURIDAD 6 Nunca suelte el truss de los soportes de la gr6a hasta que todos los arriostres laterales de la cuerda superior esten instalados y el truss este conectado a los soportes. to0 • • • • TRUSS INSTALLATION AND TEMPORARY BRACING BRACING MATERIAL AND CONNECTIONS MATERIALES DE ARRIOSTRE Y CONECCIONES Q Bracing material must be at least 2x4 stress -graded lumber unless specified otherwise by the Building Designer. Material de arriostre debe ser por to menos 2x4 madera graduada por esfuerzo a menos que el disenador indique diferente. Q All bracing and spacing members must be connected with at least the nails shown at right, except for the spacers shown in Step 4, Option 2, which require 16d deformed -shank, ring, barb or screw nails. 10d (0.1280") Todos los arriostres y miembros espaciadores deben ser 12d (0.1280.25") conectados por to menos con los clavos mostrados a la 16d (0.1350.5") derecha, con excepcion de los espaciadores mostrados en el Paso 4, Opcidn 2, que requieren clavos largos 16d (shank nails), anillos, plias, o tornillos. Q Drive nails flush or use double -headed nails for easiest brace removal. Penetre los clavos al raso o use clavos de dos cabezas para quitar los arriostres mas facilmente. 5 Install Top Chord Dlogonol Bracing ■ Instale Arriostre Diagonal en la Cuerda Superior Q Attach diagonal bracing to the first five trusses. Example of diagonal bracing on first five trusses. Coloque arriostre diagonal en los cinco primeros trusses. Ejemplo de arriostre diagonal en los cinco primeros trusses. EXTERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND BRACING TO WALL AR OSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR ARRIOSTRE DE TIERRA INTERIOR A LA PARED Q Or start applying permanent roof sheathing. Example of permanent roof sheathing installed on first five trusses. O empiece el entablado permanente. Ejemplo de entablado permanence instalado en los cinco primeros trusses. 4WKSI-62 SUMMARY SHEET BGSI-B2 SUMMARY SHEET 5 Use 2-16d deformed shank nails minimum 72721/2" at each spacer to truss connection. Do not use split Use como minimo 2 spacer pieces. claves largos (16d shank nails) en cada coneccidn No use piezas de de los espaciadores con espaciamiento con el truss. rajaduras. Option 3 Proprietary Metal Bracing Products Opd6n 3 Productos de refuerzo de metal patentado See manufacturer's specifications. vea las especificaciones del fabricante. No use piezas de espaciamiento con rajaduras. IMPORTANT SAFETY WARNING! 6 Never release the truss from the hoisting supports until all top chord temporary lateral braces are installed and bearing attachments are made. ADVERTENCIA IMPORTANTE DE SEGURIDAD 6 Nunca suelte el truss de los soportes de la gr6a hasta que todos los arriostres laterales de la cuerda superior esten instalados y el truss este conectado a los soportes. to0 • • • • TRUSS INSTALLATION AND TEMPORARY BRACING BRACING MATERIAL AND CONNECTIONS MATERIALES DE ARRIOSTRE Y CONECCIONES Q Bracing material must be at least 2x4 stress -graded lumber unless specified otherwise by the Building Designer. Material de arriostre debe ser por to menos 2x4 madera graduada por esfuerzo a menos que el disenador indique diferente. Q All bracing and spacing members must be connected with at least the nails shown at right, except for the spacers shown in Step 4, Option 2, which require 16d deformed -shank, ring, barb or screw nails. 10d (0.1280") Todos los arriostres y miembros espaciadores deben ser 12d (0.1280.25") conectados por to menos con los clavos mostrados a la 16d (0.1350.5") derecha, con excepcion de los espaciadores mostrados en el Paso 4, Opcidn 2, que requieren clavos largos 16d (shank nails), anillos, plias, o tornillos. Q Drive nails flush or use double -headed nails for easiest brace removal. Penetre los clavos al raso o use clavos de dos cabezas para quitar los arriostres mas facilmente. 5 Install Top Chord Dlogonol Bracing ■ Instale Arriostre Diagonal en la Cuerda Superior Q Attach diagonal bracing to the first five trusses. Example of diagonal bracing on first five trusses. Coloque arriostre diagonal en los cinco primeros trusses. Ejemplo de arriostre diagonal en los cinco primeros trusses. EXTERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND BRACING TO WALL AR OSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR ARRIOSTRE DE TIERRA INTERIOR A LA PARED Q Or start applying permanent roof sheathing. Example of permanent roof sheathing installed on first five trusses. O empiece el entablado permanente. Ejemplo de entablado permanence instalado en los cinco primeros trusses. 4WKSI-62 SUMMARY SHEET BGSI-B2 SUMMARY SHEET 5 Install Web Member Diagonal Bracing 6 ■ Instale el Arriostre Diagonal de Miembros Secundarios Q Temporary web member diagonal bracing acts with the top Web members chord and bottom chord temporary lateral bracing to form triangulation perpendicular to the plane of the truss and prevents trusses from leaning or dominoing. El arriostre diagonal temporal de los miembros secundarios trabajan con los arriostres temporales de la cuerda supe- rior y de la cuerda inferior para formar una triangulation Diagonal braces perpendicular al plano del truss y evita que los trusses se every 10 truss inclinen o caigan como dominos. 10'-15' max. spaces (20' max.) QInstall at about 45° on web members verticals whenever Same spacing � as bottom chord Some chord and web members possible); locate at or near bottom chord lateral bracing lateral bracing not shown for clarity. locations. Repeat at the interval shown. Instale a aproximadamente 450 en los miembros secundarios (verticales cuando sea posible); coloque abajo o cerca de las localizaciones de los arriostres laterales de la cuerda inferior. Repita a los intervalos mostrados. Q Permanent lateral web bracing requirements are specified separately on the Truss Design Drawing. Refer to BCSI-B3 Summary Sheet — Web Member Permanent Bracing/Web Reinforcement for more information. Requerimientos de arriostre permanente lateral de los miembros secundarios son especificados por separado en el dibujo del diseno del truss. Ilea el Resi men BCSI-83 — Refuerzos y Arriostres de los Miembros Secundarios para mayor information. Q Mono pitch trusses, deep flat trusses and similar high -end -type trusses require temporary lateral and diagonal bracing at the end. Trusses de una sola pendiente, trusses planos profundos y trusses similares con un extremo profundo requieren arriostre temporal, lateral y diagonal en los soportes a el final. Install Bottom Chord Bracing 7 ■ Instale el Arriostre de la Cuerda Inferior Q Lateral and diagonal bottom chord bracing stabilizes the bottom chord plane. Arriostre lateral y diagonal en la cuerda inferior estabilizan el plano de la cuerda inferior. Q Install temporary lateral bracing at 15' on -center maximum. TCTLB Spacing Remove, if desired, after the permanent ceiling diaphragm is Lateral braces in place. 2x4x12' length Instale los arriostres laterales temporales cada 15 pies como lapped over two trusses. maximo. Quitelos, si asi to desea, despues que el diafragma 8' o.c. max. permanente del cielo raso este colocado. 8 pies maximo Q Install permanent lateral bracing at 10' on -center maximum. 'e�'_4A Specified spacing may be less; check with the Truss Design 6 pies m6ximo Drawing and/or the Building Designer. _�7� Instale los arriostres laterales permanentes cada 10 pies 4pies m6ximo como m6ximo. El espaciamiento especificado puede ser menor; vea el dibujo del diseno truss o verifique con el 10'-15' max. disenador del edificio. Q Install diagonal bracing at intervals of maximum 20'. Instale arriostres diagonales a intervalos de 20 pies maxmo. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. IMPORTANT SAFETY WARNING! 6 Do not remove ground bracing until all top chord, bottom chord and web bracing is installed on at least the first five trusses. 6 ADVERTENCIA IMPORTANTE DE SEGURIDAD 6 No quite e/ arriostre de tierra hasta que todos los arriostres de la cuerda superior, de la cuerda inferior y de los miembros secundarios este instalada por to menos en los cinco primeros trusses. •'(1 • • • • • • • • • • • •1• Calculate Ground Brace Locations '2m Calcule Localization de los Arriostres de Tierra Q Use truss span to determine bracing interval of Top Chord Temporary Lateral Braces from table. Use la longitud de tramo para determinar el espaciamiento del arriostre lateral temporal de la cuerda superior en la tabla adjunta. Ur ' dd d brace der W TCTLB Q Locate additional TCTLBs at each change of pitch. Localice ALTCS adicionales en cads cambio de inclination. TCTLB 10" or greater Truss attachment required at support(s Truss Span TCTLB Spacing Lon itud de Tramo Es aciamiento del ALTOS Up to 30' 10' o.c. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 ies 6 pies m6ximo 60' to 80'* 4' o.c. max. 60 a 80 nfeq* 4pies m6ximo *Consult a Professional Engineer for trusses longer than 60'. *Consulte a un ingeniero para trusses de mas de 60 pies. Q Locate additional TCTLBs over bearings if the heel height is 10" or greater. Localice ALTCS adicionales sobre los soportes si la altura del extremo (heel height) es de 10 pulgadas o mas. i a rI 7LO'no n'm.. 1amign � im ffil &4�1 Q Locate a vertical ground brace at each TCTLB location. Localice un arriostre de tierra verti- cal en cada ALTCS. Set First Truss and Fasten Securely to Ground Braces 3 ■ Coloque el Primer Truss y Conectelo en Forma Segura a los Arriostres de Tierra Q Set first truss or gable end frame and fasten securely to ground brace verticals and to the wall, or as directed by the Building Designer. Example of first truss installed. Coloque el primer truss y conectelo en forma segura a los arriostres de tierra verticales y a la pared, o tomo indique el disenador del edificio. Ejemplo del primer truss instalado. TCTLB TCTLB TCTLB locations EXTERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND BRACING TO WALL ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR ARRIOSTRE DE TIERRA INTERIOR A LA PARED IMPORTANT SAFETY WARNING! 6 First truss must be attached securely to all ground braces prior to removing the hoisting supports. 6 ADVERTENCIA IMPORTANTE DE SEGURIDAD 6 E/ primer truss debe ser sujeto en forma sequra a todos los arriostres de tierra antes de quitar los soportes de la griva. TRUSS INSTALLATIONIA RD TEMPORARY BRACING CHECK THESE ITEMS BEFORE STARTING ERECTION/INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA INSTALACION Y CORRIIA Q Building dimensions match the construction plans. Dimensions del edificio concuerdan con planos de construction. Q Supporting headers, beams, walls and lintels are accurately and securely installed. Travesan"os (headers), vigas y linteles estan precisa y seguramente instalados. Q Hangers, tie -downs, and bracing materials are on site and accessible. Colgadores (hangers), soportes de anclaje (tie -downs) y materiales de arriostre estan accesibles en la obra. Q Erection/installation crew is aware of installation plan and bracing requirements. La cuadrilla de instalaci6n debe tener conocimiento del plan de instalaci6n y requerimientos de arriostre. Q Multi -ply trusses, including girders, are fastened together prior to lifting into place. Trusses de varias tapas, incluyendo trusses soportantes estan conectados juntos antes de levantarlos en el lugar que les corresponde. Q Any truss damage is reported to Truss Manufacturer. Refer to BCSI-B5 Summary Sheet — Truss Damage, Jobsite Modifications and Installation Errors. Cualquier dano a los trusses ha sido reportado al fabri- cante de trusses. Uea el resumen BCSI-B5 — Dano a los Trusses, Modificaciones en la Obra y Errores de Insta- laci6n. Q Load bearing walls are plumb and properly braced. Paredes soportantes estan a plomada y correctamente arriostradas. STEPS TO SETTING TRUSSES PASOS PARA EL MONTAIE DE TRUSSES Q Trusses are the correct dimension. Dimension de los trusses es correcta. Q Tops of bearing walls are flat, level and at the correct elevation. La parte superior de las paredes de sostener son planas, nivelada y a la elevation correcta. Q Jobsite is backfilled, clean and neat. Terreno en la obra esta relleno, limpio y plano. Q Ground bracing plan for first truss is based on site and building configuration. Planos de arriostre de Cierra para el primer truss estan basados en el terreno y forma del edificio. 7tenrior .::.*.1" T Exterior If ground level is too far from truss for exterior ground bracing, use interior ground bracing. Si la altura de los trusses al piso exterior es mucha, arriostre al piso interior. Establish Ground Bracing Procedure: Exterior or Interior 1 ■ Establezca el Procedimiento de Arriostre de Tierra: Exterior to Interior TCTLB TCTLB Bracing to wall or end jack for hip set '� FlM eats - - (or gale)�,Flrallnss nd rame) of braced rorace untl brouof busses r' -- G—&agonal I First truss \ Ground brace .ems G-1 a..—a— Wall bracing Grountl \ a omuna Gmengroaw brece stake �'► letarel ,„- 10tBio1 Not Sosond soar sm Fbq MNI beva odegaoto BeckuP grourM e00' suppw O—W s ake — ► Entl b ace Nodzontal Us member with multiple stakes EXTERIOR GROUND BRACING INTERinR ARM iNn RRAr•TNr INTERIOR GROUND GRACING TO wall AHH�US /HN Ut HERRA EXTERIOR AR#Tn.4TRF nF TTFOCA,rNTkgf0A ARRIO�TRE DE TIEARA fIYTEAJUR A LA PARED 4 TRUSS INSTALLATION TANDTEMPORARY BRACING Repeat Steps Four Through Seven on Groups of Four Trusses Using Option A or B . 8 ■ Repita los Pasos 4 al 7 en Grupos de Cuatro Trusses Usando la Opci6n A o la Opcidn B Option A: Install long lateral braces on each group of • • four trusses that have been set with spacer pieces. Install diagonal braces every 20' maximum. Opcion A: Instale arriostres laterales largos en cads grupo de cuatro trusses que han sido colocados con espaciadores. Instale arriostre diagonal cada 20 pies maximo. • • • i i TCTLJLateral braces spad 2x4x12' length lapped over two trusses. `�`` MISS -,`Diagonal braces_ �� every 10 trussspaces ENSURE THAT ALL TRUSSES ARE PROPERLY DIAGONALLY BRACED AT THE END OF EACH DAY'S WORK Sheath early... sheath often. Do not wait until all trusses are set to apply sheathing. ASEGURESE QUE TODOS LOS TRUSSES ESTEN PROPIAMENTE ARRIOSTRADOS DIAGONALMENTE AL TERMINO DE CADA DIA DE TRABAIO Entable temprano.., entable con frecuencia. No espere hasta que todos los trusses esten instalados para aplicar el entablado. Option B: Install diagonal bracing on each group of four trusses that have been set with spacer pieces. Opci6n B: Instale arriostre diagonal en cads grupo de cuatro trusses que han sido colocados con espaciadores. al 6 WARNING! Remove only as much bracing as is necessary to nail down the next sheet. DO NOT EXCEED TRUSS DESIGN LOAD WITH CONSTRUCTION LOADS. (SEE BCSI-B4) ® ADVERTENCIA! Quite solo tantos arriostres tomo sea necesario para clavar la siguiente hoja de entablado. NO EXCEDA LA CARGA DE DISENO CON CARGA DE CONSTRUCCION. (VEA BCSI-B4) ALTERNATE INSTALLATION METHOD: BUILD IT ON THE GROUND AND LIFT IT INTO PLACE METODO ALTERNO DE INSTALACION: ARMELO EN LA TIERRA Y LEVANTELO EN POSICION Q Position trusses on the ground. Ensamble los trusses en la tierra. Q Install web and bottom chord bracing as required by the building desig Instale los arriostres de los miembros secundarios y de la cuerda inferi indique el disenador del edificio. Q Install permanent sheathing for stability. Instale el entablado permanente para estabilidad. Q Pick up the assembly and set it in place. Levante el ensamblaje y col6quelo en posici6n. Q Be sure to get the proper professional engineering guidance to lift the entire system inLu place safely and efficiently. Asegurese de obtencr to propia guia profesional de iiiyei deiid pard . levantar el sistema completo a su lugar en forma segura y eficiente. ". 2 9CSI-B2 SUMMARY SHEET 15GSIM2 SUMMARY SHEET 7 TRUSS NS •AL TION ANDKE14- PQWRYIBRACING This document applies to all sloped and flat chord trusses manufactured from 2x lumber such as: Este documento aplica a todos los trusses inclinados y pianos construidos de madera 2x tales como: r I,— or\11- II►, \\\jam I �I%I Scissor Truss For flat trusses manufactured with 3x2 or 4x2 lumber, see Section B7 of the BCSI 1-03 Booklet or the BCSI-B7 Summary Sheet — Temporary and Permanent Bracing for Parallel Chord Trusses. Para trusses pianos fabricados con madera 3x2 o 4x2, vea la Secci6n B7 del folleto BCSI 1-03 o el Resumen BCSI-B7 — Arriostre Temporal y Permanente para Trusses de Cuerdas Paralelas. See Section B2 of the BCSI 1-03 Booklet for special conditions such as: Vea la Secci6n B2 del folleto BCSI 1-03 para condiciones especia/es tales como: • • For trusses spaced more than 2'-0" on center, see Section B10 of the BCSI 1-03 Booklet or the BCSI-B10 Summary • • Sheet — Post Frame Truss Installation and Bracing. Para trusses espaciadas a midis de 2 pies, vea la Secci6n B10 del folleto BCSI 1-03 o el Resumen BCSI-B10 — Instalaci6n y Arriostre de Trusses Post -Frame. This document replaces WTCA's TTBWTCAB2 - Always Diagonally Brace for Safety This document summarizes Part 2 of an 11 -part informational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004, 2005 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. CA' WOOD TRUSS COUNCIL OF AMERICA 6300 Enterprise Lane Madison, WI 53719 608/274-4849 • www.woodtruss.com 8 f6SI-62 SUMMA Y SHEET TRUSS PLATE INSTITUTE 218 North Lee Street, Ste. 312 Alexandria, VA 22314 703/683-1010 • www.tpinst.org • • Tr ss Instrallation an Tempo ary Bracin' " Insta aeon de rusesyaTfttrg Temporal FOR TRUSSES UP TO 2'-0" ON -CENTER AND 80'-0" IN LENGTH PARA TRUSSES ESPACIADES HASTA CADA 2 PIES Y HASTA 80 PIES DE LONGITUD Q Disregarding handling, installing and bracing safety recommenda- tions is the major cause of truss erection/installation accidents. El no seguir las recomel es la causa principal de trusses. (S) Lateral bracing is not adequate without diagonal bracing. El arriostre lateral no es adecuado sin arriostre diagonal. Q Always diagonally brace for safety! Siempre arriostre diagonalmente por seguridad! MAXIMUM TOP CHORD TEMPORARY LATERAL BRACING SPACING (TCTLB) MAXIMO ESPACIAMIENTO DEL ARRIOSTRE LATERAL TEMPORAL DE LA CUERDA SUPERIOR (ALTCS) Diagonal bracing shown in red Arriostre diagonal mostrado en rojo _ *YO,o c N450 Ine'lr. Typic. T r4ss spans 4p to `a... TCTLB shown in green ALTCS mostrado en verde *4'0.c * *61 O.C. 41aar. 8 o c ax lip p to 8p. 4p to 4p to e... 60' The graphic above shows the maximum on -center spacing (see * above) of TCTLB based on truss span from the table in Step 2 on page 3. • Ground bracing not shown for clarity. • • • Apply diagonal bracing or sheathing immediately. For • • spans over 60' the preferred method is sheathing immediately. • El dibujo arriba muestra el maximo espaciamiento del (vea * above) ALTCS basado en la tabla del segundo paso en la pagina 3. • Arriostre de tierra no se muestra para claridad. • Aplique arriostre diagonal o entablado (sheathing) inmediatamente. Para tramos mayores de 60 pies el metodo preferido es entablar inmediatamente. Q Spans over 60' may require complex temporary bracing. Consult a Professional Engineer. Tramos mayores de 60 pies pueden necesitar arriostre temporal complejo. Consulte a un Ingeniero. BCS HW_,2 SlTlMMrATRI�SHEE�T1 RE-_S_U_M_EN 8_GSI,�B_2� B2Temp 20050501 WEB MEMBER PERMANENT BRACING/WEB REINFORCEMENT Continuous Lateral Bracing (CLB) and Diagonal Bracing (continued) 1 Arriostre Continuo Lateral (ACL) y Arriostre Diagonal (continuaci6n) Permanent / continuous lateral bracing Arriostre continuo lateral Permanente Some chord and web members not shown for clarity. Algunas cuerdas y miembros secundarius no se muestran por claridad. Diagonal bracing options Opciones de arriostre diagonal Repeat diagonal bracing every 20' or as specified. Closer spacing may be required by the Building Designer. Repita el arriostre diagonal cada 20 pies o como digan las especificaciones. Espaciamiento menor puede ser exigido por el disenador del edificio. 6 Always Diagonally Brace the Permanent Continuous Lateral Bracing! 6 6 Siempre Arriostre Diagonalmente los Arriostre Continuo Lateral Permanentes! 6 CLBs must always be diagonally braced for rigidity. Los ACLS Siempre deben ser arriostrados diagonalmente por rigidez. CLBs alone DO NOT prevent adjacent braced webs from buckling in the same direction at the same time. Los ACLS solos NO evitan que los miembros secundarios arriostrados se pandeen en la misma direccidn al mismo tiempo. It is the Building Designer's responsibility to indicate how to adequately stabilize the lateral bracing using diagonal bracing or some other means. Es la responsabilidad del Disenador del edificio indicar como estabilizar en forma adecuada los arriostres laterales usando arriostres diagonales o de otra manera. Some Truss Manufacturers will mark web member permanent bracing locations on the truss itself. One example is the truss tag shown here. Algunos fabricantes de trusses marcan la localizacion de los arriostres permanentes de los miembros secundarios en el mismo truss. Un ejemplo es la etiqueta de truss mostrada aqui. CLBs can only be applied if there are at least three similarly configured trusses in a row with trusses spaced at 6' on -center or less. ACLs pueden ser aplicados si hay por to menos tres trusses con miembros secundarios similares uno a cada lado del otro a cada 6 pies o menos. Reinforcement options are used when adjacent trusses do not have similar web patterns. Opciones de refuerzos se usan cuando los trusses adyacentes no tienen miembros secundarios similares. PERMANENT LATERAL i BRACING REQUIRED REFER TO TRUSS DESIGN DRAWING FOR NUMBER 9 LOCATION OF BRACES ,. • • • • WEB MEMBER PERMANENT BRACING/WEB REINFORCEMENT T -Reinforcement 2N Refuerzos-T Q T -reinforcement, often called T -bracing, typically provides the greatest increase in buckling strength for a given size of reinforcing material. Refuerzos T, frecuentemente Ilamados "t -bracing" tipicamente proveen el mayor aumento en fuerza de pandeo, dado un cierto tamano de material de refuerzo. Q The size, length and grade of the reinforcement lumber and the fastener schedule is indicated on the Truss Design Drawing. EI tamano, longitud y grado de la madera de refuerzo son como las conecciones necesarias se indican en el dibujo del diseno del truss. .4 Truss member f- Kemtorcement on one eoge Some Truss Manufacturers mark permanent web member reinforcement locations on the truss itself. One example is the truss tag shown here. Algunos fabricantes de trusses marcan la localizacion de los refuerzos permanentes de los miembros secundarios en el mismo truss. Un ejemplo es la etiqueta de truss mostrada aqui. WEB REINFORCEMENT REQUIRED L -Reinforcement • • 3E Refuerzos-L Q L -reinforcement is similar to T -reinforcement but T,LOR SCAB creates a flat surface on one face of the truss for • the application of sheathing material. Los refuerzos-L son similares a los refuerzos-T pero TO TRUSS DESIGN DRAWING FOR SPECIFIC INFORMATION ..e crean una superficie plana en una de las caras del • • truss para aplicacion de material de revestimiento (sheathing). Scab Reinforcement • • 4 E Refuerzo de Scabs [� Scab reinforcement is installed on one face of the web. It can be more structurally efficient for multiple -ply webs and provides easier nailing due to the wider lap area on the web. Refuerzo de scabs es instalado en una cara del • miembro secundario. Puede ser mas eficiente estructuralmente para miembros secundarios de varias capas y provee una mayor superficie de clavado. .4 Truss member f- Kemtorcement on one eoge Some Truss Manufacturers mark permanent web member reinforcement locations on the truss itself. One example is the truss tag shown here. Algunos fabricantes de trusses marcan la localizacion de los refuerzos permanentes de los miembros secundarios en el mismo truss. Un ejemplo es la etiqueta de truss mostrada aqui. WEB REINFORCEMENT REQUIRED j I W 'A I I¢� a I W `, g I = E! T,LOR SCAB UJ REINFORCEMENT la�REFER TO TRUSS DESIGN DRAWING FOR SPECIFIC INFORMATION ..e 2 BCSI-B3 SUMMARY SHEET i BGSI-63 SUMMARY SHEET 3 WEB MEMBER PERMANENT BRACING/WEB REINFORCEMENT 5 Proprietary Metal Reinforcement Products Pro ductos de Refuerzo de Metal Patentado Q Metal reinforcement products are installed on the edge of the web at the truss manufacturing plant. They do not require any further attention at the jobsite. Productos de refuerzo de metal son instalados en el filo de los miembros secundarios en la planta del fabricante de trusses. No requieren atencion adicional en la obra. Stacked Web Reinforcement 6E Refuerzo de Miembro Secundario Apilado Q Stacked web reinforcement is installed on the edge of the web at the truss manufacturing plant. They do not require any further attention at the jobsite. Refuerzos de miembro secundario apilados son instalados en el filo de los miembros secundarios en la planta del fabricante de trusses. No requieren atencion adicional en la obra. 2- JH-Ullr V 113.IIG4 IIIGIPI ILII II VI \,GIIIGIII 4 Truss member x4 Stacked web reinforcement plated to truss member 14 Truss member NOTE: With careful design consideration and contracting, many trusses can be designed to perform without field applied permanent web bracing or reinforcement; however, permanent bracing for wind, seismic and/or other lateral loads perpendicular to the plane of the trusses is required in every building. NOTA: Con una cuidadosa consideracion en el diseno y contrato, muchos trusses pueden ser disenados para funcionar sin arriostre permanente o refuerzo aplicado en la obra a los miembros secundarios, sin embargo, arriostre permanente para viento, sismo u otra carga lateral perpendicular al plano de los trusses se necesita en cada edifico. This document replaces WTCA's: o TTB Web Member Permanent Bracing o TTB Web Reinforcement IN BUILDINGMOO TTBPerm TTBReinforce This document summarizes Part 3 of an 11 -part informational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. A WOOD TRUSS COUNCIL OF AMERICA One WTCA Center 6300 Enterprise Lane • Madison, Wl 53719 608/274-4849 • www.woodtruss.com J4 96I163 SUMMARY SHEET TRUSS PLATE INSTITUTE 583 D'Onofrio Drive Madison, WI 53719 608/833-5900 • www.tpinst.org • • •i• Web Member Permanent Bracing/Web Reinforcement Refuerzos y Arriostres de los Miembros Secuntwo darios Web members within the truss may require some type of permanent bracing or reinforcement to prevent I till buckling under design loads. In general, bracing 111i'e provides lateral support to reduce the buckling length of the web; reinforcement adds material to increase the section properties of the web making it more stable. The Truss Design Drawing will indicate which web bracing/ - reinforcement option has been assumed in the design. Miembros secundarios en un truss pueden necesitar algun tipo de arriostre o refuerzo para prevenir el pandeo bajo cargas de diseno. En general, el arriostre proporciona soporte lateral para reducir la longitud de pandeo de los miembros secundarios, refuerzos aumentan material para incrementar las propiedades de la seccion transversal de los miembros secundarios hacicndolos mas estables. 3 e El dibujo del diseno del truss indicara si se ha asumido G arriostre o refuerzo en el diseno. u s=ss•s One brace required on each of these webs. Un arriostre se necesita en cada de estos miembros secundarios. I Q Braces or reinforcement must be at least 2x4 stress -graded lumber, unless specified otherwise by the Building Designer. • ! • Arriostres o refuerzos deben ser por to menos 2x4 madera graduada por esfuerzo, a menos que el disenador del edificio I especifique de otra manera. U • • • • Q Fasten bracing to each truss with 2-10d (0.128011), 2-12d (0.1280.2511), or 2-16d (0.1350.51') nails. Asegure los arriostres a cada truss con 2 clavos 10d (0.128 x 3.0 pulgadas), 2 clavos 12d (0.128x3.25 pulgadas), o 2 clavos 16d (0.135x3.5 pulgadas). Q Always refer to the Truss Design Drawing for specific information.. • Siempre vea el dibujo del diseno del truss para informacion especifica. • • • SIX METHODS FOR PERMANENT WEB BRACING OR WEB REINFORCEMENT SEIS METODOS PARA ARRIOSTRE O REFUERZO PERMANENTE DE LOS MIEMBROS SECUNDARIOS Continuous Lateral Bracing (CLB) and Diagonal Bracing Arriostre Continuo Lateral (ACL) y Arriostre Diagonal Q If web bracing is required, CLBs are most frequently specified. Si el arriostre de los miembros secundarios es necesario, ACLs son especificados mas frecuentemente. Q The Truss Design Drawing will specify the number and location of CLBs. El dibujo del diseno del truss especificara el n6mero y la colocacion de los ACLS. Q CLBs work most efficiently when applied to three or more trusses with similar web patterns.. Los ACLS funcionan mas eficientemente cuando se aplican a tres o mas trusses con miembros secundarios similares. [B-0CS B3TSUMMrATRY SHEE�T� RESUMEN BC■SI-B3 B3Web 200400501 CONTENTS PAGE v -EXPLANATION OF ENGINEERED DRAWING ............................................. 2-5 1 .:. .'�.OP ;'-."x11xL�Laurt :'•:2 �::. SOLID BLOCKING BETWEEN TRUSSES ......................•.......... .................. 6 TRUSSES WITH STAPLED NON-STRUCTURAL GABLE STUDS .............. 7-9 ..STANDARD GABLE E'ND DETAIL .............................:............:....................... 10, 11 STANDARD DROP TOP CHORD DETAIL .................. ............... ................... 12 t._. PURLIN GABLE:DETAIL.................:..................................: FALSE BOTTOM DETAIL .............. .............. :.......... .................. 14 •'CORNER ...... JACK DETAIL .: ............. ........... ....................................:. 15, 16 VALLEY TRUSS DETAIL .............................................................. -' - INTERIOR BEARING OFFSET DETAIL .......... :.................... ......................... -WEB. BRACING RECOMMENDATIONS ................................... .......... ........... 19 LATERAL AND ALTERNATE BRACE DETAIL .......................................:....... 20 FLOOR TRUSS REPAIR - T.C. DRILLED, CUT OR NOTCHED ................:... 21 -= ::.S.NCMA LETTER REGARDING TRUSS OVERLOADING .............................. 22 PIGGYBACK:ATTACHMENT DETAIL...................................:........................ 23 '. BEARING:BLOCK DETAIL............................................................................. 24 ":"LATERAL- BRACING RECOMMENDATIONS ........................... ..............:. 25 717, a. t_ ......... 'SHEET ..... . o ..: � 1] T -' caste«las:. �: �:. • j , .. ; ...: _ - :: WALL TYPE I£GeNe - . z.AC 'c.v.•martz.malaRo[nauJ1'I 1 .:. .'�.OP ;'-."x11xL�Laurt :'•:2 �::. _ �Hl ustdk." 't .LUMBER'COMPANY' roa'yRMe ' mavcmcs xemxcuwx : 0 iac.'mix¢uJ.immwm .'. "' axERloR taco ex:+Rwc t eiLsmNs .' 'lumaeJmen Since 188J'- OPileNS RAYRCO4I MNV6 ERFAIOA • e�.,�� 54•'md601CFreR11m Wn' ' Na.,�Mntt{N Vs NV A9m6J1J1 .1uV•./-. '- acv: I hA9fEtIIVtYPdV6 IMERIOR LO108EJRIJJG-��.'11. � amelroaaismo :c.J; Ilcxl csi'-wxc ax�arae wxai.amRiaFt'. :' wre+ioR ro8� IORAWN BY:. JxrvunoJ.aiataalscmJ:1. , AD 5m«a w Rd i . d9 v rw �« w...i - l� l .13f04-6544" OWA4 heowr . ......... o -0 c3 tS�89' 1-4-P 1-1.04 *.141A 144 114a IS 11 NMI w9m,". 'Ift EKII'vM oeu gomft�5.hv wmn a 1.- ,%4 eo w. amw Own. wwn% 4,W V,. owaofV0411 0 2�4 fit ANN% 1-240"O.MN -rm OV - T;Zty r"qA' ft"v". al. A"14MA ICA Ow 4h w. amw Own. -rm OV - T;Zty 0 mm mms" so w MM ommmo m 10 0smut %m nwacm0 tkm , 1 4't M. w *a.m. smoma'21 we as pm I mo: SNOWn NOT FOR PRODU C. nF- Of, `I LJ DISPLAY IROOFI • COMMON 1 1 ti 5000 e E b 6 203 A'I1Tzc Industnes, nc. Mon Mar 1 14: 6:392703 PPage -2.0-0 , 5-4-5 10 2 3_ 150-0 19-9-13 2�7-11 , 30-0-0 32-0-0 ; 1 2-0-0 1 5 5 4-9 13 4-9-13 4-9-13 4-9-13 5-11-5 2-0.0 4x4 = .6 3x8 = 3x6 = 3x8 A 10-2-3 19-9-13 30-0-0 r 10.2-3 9=7-11 10-2-3 Plate Offsets fX,Y): [2:0-3-0,0-1-41, (10:0-3-0,0-1-41H LOADING•(psf) SPACING 2.0-0 J IV]CSI iV DEFL in floc) Well P.PLATES GRIP. TCLL 20.0 Plates Increase 1.15 / TC 0.29 Vert(LU -0.09 14 >999 M1120 249/190 TCOL 10.0 Lumber Increase . 1.15 K SC 0.83 Vert(TL) -0.39 12-14 >907 BCLL 0.0' Rep Stress Incr YES WS 0.36 Horz(TLI 0.07 ' 10 n/a BCDL 10.0 Code BOCA/AN5195 1st LC LL Min I/dell = 240 Weight: 758 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 U TOP CHORD Sheathed or 4-2-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 SOT CHORD Rigid ceiling directly applied or 8-6-11 tic bracing. (W 2X4SYP No.3 R S REACTIONS (lb/size) 2=1317/0-3-8, 10=1317/0-3-8 Max Hori 2--175(load case 5) Max Uplif-f2 =-341 (load case 4); 10=-34111oad case 5) FORCES (Ib) -First Load Case Only V TOP CHORD '1-2=26, 2-3=-2024, 3-4=-1722, 4-5=-1722. 5-6=-1722, 6-7=-1722, 7-8=-1722,8-9=-1722, 9-10=-2024, 10-11 =26 BOT CHORD 2.14 =1 794, 13-14 =1 140, 12-13 =1140, 10-12 =1794 WEBS 5-14=-294, 7-12=-294, 3-14=-288, 6-14=742, 6-12=742, 9-12=-288 �f W' NOTES v i) Unbalanced. roof live loads. have been considered for this design. , 2) Wind: ASCE 7-98 per SOCA/ANS195; 90mph; h=25ft; TCOL=5.Opsf; SCOL=5.Opsf; occupancy category II; exposure C; enclosed;MWFAS gable end zone; cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 , plateg' p DOL= 1.33.' 31' Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 Ib uplift at joint 2 and 341 Ib uplift at joint`.0. • A Cumulative Dimensions M TC, BC, and Web Maximum Combined Stress Indices LOAD CASE(51 Standard 8 Panel Length (feet - inches - sixtetmths) N Deflections (inches) and Span to Deflection Ratio C Slope G Input Span to Deflection Ratio 0 Plate Size and Orientation P lV17ek Plate Allowables (PSI; E Overall Height O'Lualber Requirements F Bearing Location R 1Raactibr, ;pounds) G Truss Spar: (feet - inches - sixteen;;s) S Nlinimum Bearino Required (inches) H Plane Offsets T Maximum Uplift and/or Horizonta± Reaction if Applicable. , I Design Loading 1PSF) U- Required Member Bracing J Spacing O.C.. ;feet - inches - sixteenths). V Member Axial Forcin for Load Case 1 K Dura_ten of Load for Pipe an.&L/.m ,ar Design :4f: Notes' . L Code - X Additional Loads/Load., Cases V ,6) Design assumes 4x2 (flat orientation) purll0's'at ac spacing Indloted, fastened to tTus s TC w/ 2.10d nails. � 7) Recamrnencl 20 5lron96acks, an edge, uptscEd'at 10.0.0 uc and t9thln9a Rt hath trust; AYlth 3.1051 na!l5> It S1Tongbacl:s to be attached to•e,al(s at their outerendsor rast'rnlrted.tly other moans. SAMPLE: 1..a) CAtfrION, Do not erect truss backwards, DUCTION t 7 FOIA ('RD LO'AD'CABE(S)' Standard.... ....... .......... ....._... _-....._......._............. ...:.... _. ... .... _..... .......... . qp td, r4cfi !✓�;1, d . aa Job, jT1vs5 •7 pe Qty :Ply lirrok wob Silo ', •:z° ') a i 5 ' '•> z, ztii., r14ER SITE 'FT-ol 3 fteadno Roo, Twim i . - :. •- • y� . ;3 1R�l .: r a \�•j , ,;, , v iY''. s F ; .._. ........................ .._... ............. .. __....... a.__. ...... ........ ............ .... .. _._ _ ..- .. dl'!?-81i(r:C!?nr�i (nLx,gnr\.!) ...._..........._... .. ...... 3 ...{ 0 s )(in 20 3003 MiTak Industries, Iric. Sun Jul 27 05:59:00 2003 Pago 1 a .. ,". >�-•: _..E._.....,....x.A........ ... )da. ........... .a•ks........_,PP:.}...L•R.Q...,,A'1'd,.l:hG. A'1•at1.4;x-1d i T7, i e gt ke 4.3 Tal :>, 1>A :. A.•d :,. •).tl F>. try r. 14 " • . �t i•'vPxy,,,: tt ';i' a>6 .. a)6 s•6 :' oxb A Y .Y H r, V B Y Q ,< I I Y A d 4 ..;Yr>r.•,... ..........:"[.. ..... .. .`.f'.. _.h d.i.. #"- 5.. 11 .:C., ,J \::iii{.: �.' ...`. `' ?al Sat i.t R 6 r { ... ..,� d' ... a , .... ..• .. ... " , u,,.. .vDil.pid.. .....,. .. �q',.,da::.: :.,... .......,. •, • ..AG .ir..,,.. :...... .. ,.,,,r,?t: m•� '.. SL' ; � '� �! IF, fit, AM1 FJ AI A,1 0 :AaAfl �1„ A • U. t k it>., aL•1i11hA1':,: �. !d t SAY .. :. .,a' ¢ $1 s io,S.4.._.a•2:R.:.......... Ax -0.1 I_A9:a'a..19-0-0....:.._. W-4 Rt•7••1:. xA-0•a.71:a•a......... .'•'. ,.: i' .... .........?J1-9. ........... _................. _...... ............... .....1P ..... ... . ....... .lkYa•a.... .... ......... t ..f f ..f'lile Rfi s!f.KY)r. (I 0:1-11.9090, fog!'), (ro: ' pgvt j, [P -} Via, a (OAOINpso SPACING 2,0+0. ;CST DEfiL ' In (lot) I/dafl Lid •r0.90Af PLATES Get GRIP , .- TCLL 40,0' Plates Cncrea'so. LDO`-.- -7C 0.9! Vert(LL hF .589 ' 360 .FII!)tl �1'.i w4'3(190. ! .I.TGOL .10.0 Lumber increase A.qp. ,' BC 0,9a Vert(TL) •0:42AE-AF -382 240 14 2011 FFFwww 18711'13 iF • BCL!.,. 0.0 Rop.stress dncr 1FS 1148 0.82 Horx(7L) 0.07 AA n/a n/a ' ! i . i ( BCDL 5.0 Codd BOCA/'I'P[2007 , (Matltic) t4leigkt:,l%e IIJ I LUMBER .' . BRACING i; TnP CHORD 4 X 7 SYP N4.7. TOP COORD Stlutturel vrpnd shaR111 , ng directly mliplied or 3 -?-0 dc. A ^ : ERT.CHORD 4 X 2 SYP N0.1 %'ExCCpt° purtlns, ex[epj' end vertical.: 131 4 X 7 SYP fan>2 BQT CtiORD MOW directly 6.0-0 bracing, s calling apt3lien .'WEBS. 4•%]5'rP No;3 or or, ,b '% • O'1'It@R5 4 X 4 SYP 5lud RE'ACT1oN5(ltxfslze) Ali=93710.38, AA=2066/0.3-8, U-25910-3.8 - ' F .Ptax upllftu.n-t00(laad case.21 1. Max t3rav Ali =056 food'case 21, AA42066(load case l.), U=431 load case' 3,) a FORtEg(lb) • Maximum Compres111on(M@xlmum Tension 5' 'COP y> ; (:1:10RD U-AL?•34)1(1, T -AL= -9(10, A-B=-tt171110, t3-C=-t87St0, C•1)=-1Ii75(D, Q•Ga-8'14910, . `i ' E•F=-3449(0, F]G--34-09(0, G,H=-2710(0; H-l=-368a(U, l -J= -1H44/0, J••K=-352(250, � • �}(4{ •• K,L=012271, L -t4=0/2276, M -f•1=0(1743, fd-0=•570(1303, O•P--373/1284, P -Q=-:750/064, Q -R=-759/864, R -S--770%374. 5-T=-210. A-AM--9SW . ;, •�� BBOT CHORD Al -A$=010, Al -Al -0/2936, Ali,'AF-0/3355,.Ar.-AH-0139S5, AF -AG -F013340, AE -AF -0/1844, I AD -AE -0,x1044, AC- Or+U 184,1B•AC--1177 O,.AA.A e 1$4 U 2 -AAS -2276J0, Y•2--1724/0, 9-Y-3065/582, W -X =•10155(582. V-y(r•-6201950, U -V=.-166/5.3 ' WEBS' C -AE -•74110, J•AD-0/74$, 1.I -Ar\ --11127/0; P -X=0/3, A-YJ=0/20313, C-AJ=237/0, - I , D-A3d-1173/D, 13•AI'rv0/566, E]AT'm-3543/U, 6-A•I:=(1/L79,�G-AF-•.TN4/U, li-hF--SA•I((1, - '�' `,•- s' > ... l -A =0 1586., 4:-aA==-1.413 0 �-AC=O/1b0a, J-ACp.2068(U, 5.1 x•671/203, 5-v=•261/x'73` .. ::'a; " , ' R -V-•227/.310, RrW-,44 ID, P•v/•-0/41.0, O•Y+>=t 1.6(34, N -£m-039/0, N->-0/907, ••,5;,• '•-•• ' � � .. a -N-Y-01107..3, P•Y�=-691117 - � , '; .• , � .. � r 1� � £ 1) Unbaltlnced floor I1„a lomis have been for design. r • �� Ccs }. a i ji �j f kl considered trite 2) All'plates t41120 cam• J W: r° _�o. are p! ve!; unless othe"Ase Indicated. `[Doth -"'t iy tg r) This truss requires plate Inspection per lne Count Method Nnen this truss Is chosen for g0ality � j �1 • �;S . .� bssnrance!nspecrro icy':] ; i, hall f el(' rt_: .41 Searing at jolnt(sl AM considers parallel ho grain value using A14S1/YP( 1-1995 angle to grain formula. � r i rRrat� Building designer shoUlS Verity cDpacky of tiearing s reface. %S) One RT7 USP Cynn8ctorc recrommenged to Lronn2et ln+ts to 6oatlnp W7,11"due to upRit at jttsj U. r ,6) Design assumes 4x2 (flat orientation) purll0's'at ac spacing Indloted, fastened to tTus s TC w/ 2.10d nails. � 7) Recamrnencl 20 5lron96acks, an edge, uptscEd'at 10.0.0 uc and t9thln9a Rt hath trust; AYlth 3.1051 na!l5> It S1Tongbacl:s to be attached to•e,al(s at their outerendsor rast'rnlrted.tly other moans. SAMPLE: 1..a) CAtfrION, Do not erect truss backwards, DUCTION t 7 FOIA ('RD LO'AD'CABE(S)' Standard.... ....... .......... ....._... _-....._......._............. ...:.... _. ... .... _..... .......... . • I JUU '' OIS I / Ifuss Truss 1 FLOORI (FLOOR . 1x3 II 1x3 = 3x4 = 1 2 t? i J4 33 32 3x6 = 3x4 = I C D3x6 FP = 34 = 3x3 = 1x3 II ,1x3 It 3x3 = 3 4 5 6 7 8 31 3029 3x3 = • 3x3 = 3.31 = I 1 !U-03 Job Refer-nce fo tioAa"5- ob s Fab Mi I ak Industries. Inc. hu Mar I YU9-.1-7:25'T003 f 3x3 = 4x4 = 3x3 It 3x4 = 9 10 11 12 0 28 27 F 26 25 24 3x3 = 4x4 = 3x6 FP= 3x4 T 3AS = 3x3 = 1x3 11 3x3 = 3x3 = 13 14 15 is 23 22- 21 3x3 = 1x3 II 3x3 = 1x3 II 3x3 = 1x3 = 17 18 0 35 FJ l O 20 19 3x3 = ]x6 = Ai 2-9-0 5-3-0 ,. 6-6-0 , 7-9-0 , 9-4-8 11-10-8 14-4-8 , 17-0-0 19-7-8 22-1-8 23-6-0 , 24-9-0, 27--'0 30-40 G 33 • 30-0-0 LOADING (psfl SPACING 2-0-0 CSI • rV1 OEFL in (loc) Well PLATES GRIP TCLL 40.0 H Plates Increase 1.00 TC 0.71 VertILL) .-0.18 30-31 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1.00 j BC 0.75 VartlTI-) -0.24 30-31 >829 SCLL - 0.0 Rep Stress Incr YESWS 0.46 Horz(TL) 0.04 26 n/a i/ SCOL 5.0 Code BOCA/ANS195 a\ (Matrix) IN 1st LC LL Min I/defl = 360 Weight; 156 Ib LUMBER BRACING TOP CHORD 4. X 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT.CHORD 4 X 2 SYP No.2 . P BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 X 2 SYP No.3 Q R REACTIONS (Ib/size) 33=774/0-3-8, 19=508/0-3-8, 26=1978/0-3-8 Max Grav 33=803(load case 2), 19=610(load case 3), 26=1978(load case l) ES (Ib) - First Load Case Only U TOPCHORD- 33-34=-37, 1-34=-37, 19-35=-43, 18-35=43, 1-2=-2, 2-3=-1353, 3-4=-2098, 4-5=-2186, 5-6=-2186,- 6-7=-2186, 7-8=-2186, 8-9=-1264, 9-10=63, 10-11 =2035, 11-12=2035, 12-13=467, 13-14=-732, 14-15=-732, 15-16=-951, 16-17=-784, 17-18=-2 BOT CHORD 32-33=826, 31=32=1859, 30-31 =2282, 29-30=2186, 28-29=1785, 27-28=743, 26-27=-894, 25-26=-1091, 24-25='-1091,'23-24=183, 22.23=732, 21-22=732, 20-21 =1032, 19-20=517 WEBS 11-26=-100, 2-33=-1097, 2-32=734, 3-32=-704, 3-31 =332, 4-31 =-256, 4.30=-130, 5-30=27, 10-26=-1519, 10-27=1157, 9-27=-1121, 9-28=725, 8-28=-724, 8-29=546, 6-29r-271, 12-26=-'1257, 12-24=867, 13-24=-904, 13-23=747, 14-23=-299, 17-19=-685, 17-20=371, 16-20=-346, 16-21 =-113, 15-21=298, 15-22=-234 J NOTES y 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbackg, on edge, spaced at 10-0-0 oc and fastened to each truss with 3=16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means: 3) CAUTION, Do not erect truss backwards. LOAD CAS.EIS) Standard V V A Curnulative Dimensions M Deflections (inches) and Span to De -lection Ratio B Panel Length [feet -inches-sixteentttsj -N Input Span to Deflection Ratio .0 Chard Splice Face Plate 0 MiTek Plate Allowabies (PSI) D Plate Size and, Oriertatior, P Lumber Requirements E Truss Depth 0 Reaction (pounds) F Bearing Location R M;nimum Bearing Required ;inches) G Truss Span (fee[ - inches - sixteenths) S h4axlmuln Uplift and/or Horizontal Reaction if Arp;arable I -I Design Loading (PSF) T Required Meinber Bracing Spacing O.C. (feet.- inc-hes - sixteenths) U Merticer Axial Forces for Load Case 1 , J Duration of Load for Plate and Lurlber Gesigr, V Notes K Cade Y+ Additional Loads/Lead Cases L- TC, BC, Web Maximum Combined:Sues Indices. •r• j:�i s� '• 0 August 19, 2003 A. C. Houston Truss Company 2912 East Lamadre Way North Las Vegas, NV 89031 I IM 7777 GREENBACK LP,NE SUITE 109 CITRUS HEIGHTS CA 95610 USA FAX (9 16) 676 1909 TELEPHONE (9,16) 676 1900 RE: Solid blocking bet-,,veen trusses To Whom it May Concern: Solid blocking provided between trusses usually serves two purposes. First, it is provided during the const ruction.phase to help position the truss in place and keep the truss plumb. Second, solid blocking is provided in a lateral force resisting system, through proper nailing to transfer the horizontal force. If the trusses have been erected in plumb condition, and all the lateral force resisting - elements have been installed to form a system, solid blocking may be omitted without causing any problem to the structural system. Project engineer approval on this issue is required. If you have any ue �C,I l � • Sincere ins, please contact me at.800-7.72-5351. ONc n 177 CJ21:49919 EXP. 9-30-04 OF.CAbI V. Chief En � Western Divisio - -RY/rd i ins, please contact me at.800-7.72-5351. ONc n 177 CJ21:49919 EXP. 9-30-04 OF.CAbI V. `a` E)Y.6/3.{�//:ZD05 3 I* .,.: 11 iY-i t-1% 1s 0 i :1CIA-d j vember 3, 1999 A.C. Houston Lumber Company 2912 East La Madre Way North Las Vegas, NV 39031 Re: Trusses with. non-structural gable To NYhom It tMay Conca=`• P.O. Box 333009 North Las Vedas, NV 39033 This letter is- in response to your recent inquuz -_ . i u zruon of staples rather. than metal gusset plates that are shown on'the truss engineering drawings for non-structural gable studs_ The trusses in •question must meet all of the following criteria for this detail to -be valid. .he trusses must have been designed by this office using AINSI/I'PI 1-1995 and UBC -97 criteria 5th and increase of 25% for lumber and plates, :24" O.C. spacing, 16.to 20 PSF top chord live Ia47. to 14 PSS' top chord dead load, 7 to 10 PSkbottom chord dead load, design wind speed is 5.N-EPH maximum, and be side ply trusses only. X156.' ses must be structural trusses and be approved by the building designer for the intended application prior to fabrication_ ,W -parties involved in. the project must accept their r.'esp'onsibilities and perform their work as specified in Ai`isl/TPI 1-1993 and WTCA 1-1995. If,; out -looker notches are to be installed in the top chord of the truss,' they must be °addressed specifically iri the truss design .drawings. Out -lookers that extend longer than 12" beyond the end of the gable truss are not allowed. There ,must be no out -lookers within 24" from the end of the truss, or in any top chord overhang. • No plate's may be damaged or cut 4. The trusses must be handled and installed properly in accordance with HIB -91 criteria. If trusses.have been handled improperly, consult professionals before proceeding ,with installation'. All -persons involved in installing should read and understand HM -91 before' attempting. to handle trusses. It is recommended that the truss installer should consult OSHA if there are . questions about jobsite safety concerning trusses. The fabrication; installation, and handling of trusses is oufside the scope of responsibility of the truss designer. 5. Never sit pr stand on trusses laid flat. Bever stack,construction materials on trusses laid flat. • Never lift truss using non-structural members as connection points. Trusses are not intended to ' resist lateral loads perpendicular to the trusses. This is true for all truss members, but is especially true for all non-structural gable studs: They are called "non-structural" because they are not specifically designed to stipporti loads. The structural members of the truss are adequate to support all of the loads dpplied in the plane of the truss: 6. The trusses must be adequately braced. The -truss desigp& specifies only the location of the bracing• that is required for individual truss members to prevent out of. plane buckling of that i member..'Additional bracing is �ali�ays-required and is always the responsubility of the 6uugding -.4 yp•,. ': y�h i`.i-ice vVJ%r::h�. O - - - Pae -1 of 3 ��:Far�arc�-arr �oqr,�:Truss•IJ�esi�ri'en��epaix.':;.:_-:.:i:.:>.:�_ .- . net t; i i ,A 1�y 9 •R, i :1CIA-d j vember 3, 1999 A.C. Houston Lumber Company 2912 East La Madre Way North Las Vegas, NV 39031 Re: Trusses with. non-structural gable To NYhom It tMay Conca=`• P.O. Box 333009 North Las Vedas, NV 39033 This letter is- in response to your recent inquuz -_ . i u zruon of staples rather. than metal gusset plates that are shown on'the truss engineering drawings for non-structural gable studs_ The trusses in •question must meet all of the following criteria for this detail to -be valid. .he trusses must have been designed by this office using AINSI/I'PI 1-1995 and UBC -97 criteria 5th and increase of 25% for lumber and plates, :24" O.C. spacing, 16.to 20 PSF top chord live Ia47. to 14 PSS' top chord dead load, 7 to 10 PSkbottom chord dead load, design wind speed is 5.N-EPH maximum, and be side ply trusses only. X156.' ses must be structural trusses and be approved by the building designer for the intended application prior to fabrication_ ,W -parties involved in. the project must accept their r.'esp'onsibilities and perform their work as specified in Ai`isl/TPI 1-1993 and WTCA 1-1995. If,; out -looker notches are to be installed in the top chord of the truss,' they must be °addressed specifically iri the truss design .drawings. Out -lookers that extend longer than 12" beyond the end of the gable truss are not allowed. There ,must be no out -lookers within 24" from the end of the truss, or in any top chord overhang. • No plate's may be damaged or cut 4. The trusses must be handled and installed properly in accordance with HIB -91 criteria. If trusses.have been handled improperly, consult professionals before proceeding ,with installation'. All -persons involved in installing should read and understand HM -91 before' attempting. to handle trusses. It is recommended that the truss installer should consult OSHA if there are . questions about jobsite safety concerning trusses. The fabrication; installation, and handling of trusses is oufside the scope of responsibility of the truss designer. 5. Never sit pr stand on trusses laid flat. Bever stack,construction materials on trusses laid flat. • Never lift truss using non-structural members as connection points. Trusses are not intended to ' resist lateral loads perpendicular to the trusses. This is true for all truss members, but is especially true for all non-structural gable studs: They are called "non-structural" because they are not specifically designed to stipporti loads. The structural members of the truss are adequate to support all of the loads dpplied in the plane of the truss: 6. The trusses must be adequately braced. The -truss desigp& specifies only the location of the bracing• that is required for individual truss members to prevent out of. plane buckling of that i member..'Additional bracing is �ali�ays-required and is always the responsubility of the 6uugding -.4 yp•,. ': y�h i`.i-ice vVJ%r::h�. O - - - Pae -1 of 3 ��:Far�arc�-arr �oqr,�:Truss•IJ�esi�ri'en��epaix.':;.:_-:.:i:.:>.:�_ .- . net t; i i 0 F" n •No: COSS7.43 ExD. �J3nJ2rin i Noliernber 3, 1999 Pe— ? eesigner. ire building desi� er should provide the contractor with a bracing plan or the buil-ding. Tars plan may be included in the contract.documents or may need to be specifically requesred by the contractor. . Refer to WTCA 1-1995.' for' questions regarding scope for responsibility. y TYPICAL GABLE END BRACING DETAIL.. 7.' If the truss design drawings Specify seismic or wind load had been applied, CONSULT SUILOINC OESICNER FOR SPECIFIC OE AIL it is applied in directions that are BLOCKING - parallel with the plane of the truss. ROOF SHEATHING Trusses which are "posed to wind GABLE END / acting perpendicular to the face of TRUSS.\ I the truss must be braced to resist the lateral forces due to wind loadl / !�► l' ; acting on the face of the truss. The /�. ,f building . designer should perform lateral calculations to determine where i braces are required. HM -91 should be consulted for general guidance with regards to bracing of trusses. IN OUT OF '— WIND additional publication entitled "Commentary -for Permanent Bracing' PLANE / of. Metal Plate Connected Wood DIRECTION Trusses" written by John E. Meeks, P.E. -is available from WTCA (Wood Truss Council of America). In this LATERAL / - DIAGONAL WIND publication on pages 3 and 9, the BRACE BRACE 6Y bracing of gable end frames are BUILDING DESIGNER. discussed. It is recommended that the i l building designer read this publication. Also consult the " bilitek ! �. Standard Gable End Detail" for additional information. All of these' BLOCKING publications specifically recommend'a detail similar to. the sketch to the right WALL TO GABLE TRUSS CONNECTION in many situations. END WALL DESIGNED -AND DETAILED BY BUILDING DESIGNER. . All connections must be applied in cotiforniance with A&SJ/TPI 1-1995, current accepted NDS, and/or NES National Evaluation Report(s). The trusses must be fabricated properly with no an at stud connections except as allowed. in ANSI/TPI 1-1995. If the above conditions are -meet, then (3)-16ga a 2" power driven staples may be substituted for the'specified metal gusset plates. This connection is intended to hold the non-structural gable • studs in place during delivery and installation. These studs are intended to provide nailing . surface for drywall and/or sheathing and transfer vertical loads from sheathing into the truss: If these non-structural gable studs must resist lateral loads as noted above in note 6, additional . nails.or connections may be'required and must be specified by the building designer. Plated connections are recommended at all hip over -framing, Dutch hips with setbacks greater than::2'-V -all girder trusses, piggyback, and valley. trusses. Plated connections .are .also recommended- in any situation where a ledger is, to: b..e applied to the truss (Ledgers and their .. ,imaY;; !.. :connections' are by others.) :This letter applies only to. 16" or.24" O.C.. spaced vertical non- . 0'.4';2�i' - Ml Movember 3, 1999 Page 3 si accural t;nzmbers and not to diaqenal er. horizonta_� me nbers except ac vent locations. L here is any question about the acpLicab 1icy of this lei-ter to the intended situation; please reel tree to contact ibis office. Tais letter may be used to address this issue subject to the conditions until informed other-,vise•by this office, or-until accepted codes of specifications change. L you have any questions concerning this matter, please let me !chow when I am in your office or write ane at the above address. I cam also be reached by tel-phone at (702)-232-0099. Sincerely, �4GGE S/. 44 Ofe3S Michael A. Mallett, P.E. MICHAEL A. ° to �1A LETT Professional Civil Engineer .Tn m . < CIVIL' \Sti �L A. Qrf �a. Cosa- 43 0 'exp. b/�/,Go � •:UN 1 CALIf J ,:. �:r 0'. STAN DAR0 GALE ESD DETAIL XB PAGESI OF 2 *DIAGONAL OR L -SPACING 9/5/2002 ✓ARV REFER TO TABLE BELOW SHEATHING 2 X 4 HF 1650F 1.5E cL.:...1 12 , __ �— 2X4 NO.2 OR STR. DF -L Q X4 1 1/2" -(BY OTHERS) 2 X 4 HF - STUD/STD _To TRUSS y / ,--1X4 OP. 2X3 (FYP) 3 1IV 0 H 'ONT. BR VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. LOADINgpsQ SPACING . 2-0-0 TCLL .50.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDI- 10.'0 Code UBC97/ANS195 1 � I - 24" MAX So.c. i NOTCH AT' TM 24" O.C. (MIN.) G 2X4 LATERAL BRACING . TOP C H O P.. D AS REQUIRED PER NOTCH DETAIL TABLE BELOW 3x5 = END " :yn WALL R►GID CEILING. MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-0" 2 - 6 OVER. 8'-6" 4 - 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE I WITH L - BRACE 12 INCH O.C. 6-8-0 , 13-4-0 -9-1-0 16 INCH O.C. _ _ j NOTES 0i) VERT."STUDS HAVE BEEN CHECKED FOR 80 MPH WIND, EXP. B, HEIGHT 25 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT, 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF STSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8'-6". TOP CHORD NOTCHING NOTES - 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON -ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 6'° O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT.NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBEO AFTER NOTCHING. Al m!n4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. -► nQ ��^� _ V LLA, .R TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2•X4 HF -1650F 1.5E OTHERS'- 2 X 4 HF - STUD/STD 1 � I - 24" MAX So.c. i NOTCH AT' TM 24" O.C. (MIN.) G 2X4 LATERAL BRACING . TOP C H O P.. D AS REQUIRED PER NOTCH DETAIL TABLE BELOW 3x5 = END " :yn WALL R►GID CEILING. MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-0" 2 - 6 OVER. 8'-6" 4 - 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE I WITH L - BRACE 12 INCH O.C. 6-8-0 , 13-4-0 -9-1-0 16 INCH O.C. _ _ j NOTES 0i) VERT."STUDS HAVE BEEN CHECKED FOR 80 MPH WIND, EXP. B, HEIGHT 25 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT, 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF STSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8'-6". TOP CHORD NOTCHING NOTES - 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON -ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 6'° O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT.NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBEO AFTER NOTCHING. Al m!n4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. -► nQ ��^� _ V a STANDARD G ABLE END DETAIL 2- 10d (TYP) SIMPSON.A34 I OR EQUIVALENT r'_Tx + 45° • LEDGER " ! I j STRO GABLE ENE R ENANIE: STOGA8100M) PAGE 2 OF 2 7/17/00 4- 10d NAILS MIN. ,PLYWOOD- SHEATHING TO 2X4 STQ. DF -L BLOCK i - T 2X4 BLOCK I '2X4 Sif D OR BTR SPACED @ 5'70" O.C. .S HAL E PROVIDED AT EACH END OF BRAC EXCEPT FOR BRACE EXTENDED INTO E CHORDS & CONNECTED TO CHO S W/ 4- 10d NAILS: MAX. ENGTH = T-0" I - STANDARD TRUSSES SPACED @-24" O.C. NOTES 1)2X4 N0.2.OR BTR. FOR LEDGER AND STR,ONGBACK NAILED TOGETHER. WITH 10D NAILS @ 6" O.C. 32X . ,2 4"EEpGER NAILED .TO EACH STUD WITH. 4- 1.0d NAILS 2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOENAILS 4)THE 10d NAfLS SPECIFIED FOR LEDGER AND STP,ONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" -LGT) THIS ;DETAIL IS APPLICABLE TO STRUCTURAL. GABLE END . IF THE FOLLOWING CONDITIONS ARE MET. 1. MAXIMUM HEIGHT OF TRUSS = 8'-6" 2. MAXIMUM PANEL LENGTH ON TOP AND BOT, CHORDS = T-0"SNE -,g 0 THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGf NEER IF THERE ARE ANY QUESTIONS. n��C'�V44 AUG 1 9 2003. . �G —T-1 „ t �L / , , , .'\ I -m t4 IA Inv) to AUG j 9.2003 0 Tor V(tOFESSjO�/Oc�4 . ONc.1•, 70 Co,miq EXP 9-30-04 C)Vl\- OF CALkE 0 To Ir D1 y I Mk. TleuIpsid ale LLmtrA<,- FLaTf -ZA -Ter STD rIc—, :moo 7 p --- l Mkcall.noouK kiloemstion . . I -Br.cing Wormsdon Connector. FUrdwr. . Lumber I MiTok lndu5trk:t-5, [fig. ltw d 0,6.iwot OLA b. pdLd'by Ow ',1�1(�w d th& I m Wad 1-6v *Q-�A-d 6 1 h Urtb. d. Nl Lam .n d3140 191 "d C—p Dr. #14n lt—cM CoCA 95670 U,,iW. 1.ca� 0W L. d..;3—j .10 A =1. .,d 6— - -PfA WebWpm �Al IN N—, r�j �. heal 1, ��af pKd dq Pw. —a t. a In..u., g -Q. • -A a— -01 .4a g,,d, Pwjmi (�Qdjvi-sas I FAX (S I S) 0 1.1225 1". 1. W di Ob dmpn Lam. b. may uan v s ocAvcH. mother. r. urmd ra b. 4—,hvj. �R=�fttw- �T— ia j Criy,lghl (C) 1992 Delign Criteria 0— k, alhil." d vj,. lyp+ rd VF. P_kl., CK��R-rER uE143ES allll 10.1992 b—"j 14 w,j 5. —h a., -697R=AWINGI MG97RTM A AITC Jryp E A I•, APRIL 23, 1998 I PURLIN GABLE DETAIL 1• Ll CICS (R) baa © o� MiTek'Industries, Inc. I .. ST=HIP01 - SHF -ET 1* OF STUD SPACING ON PURLIN GABLE 70 BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER, OR HIP TRUSS. 5x5 3X5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED 3x5 TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL 43 \GINE- THE PURLIN GABLE TO BE LAID ON TOP O°F-THE HIP TRUSSES AND C-) / — — — - O Rt!? N, o ATTACHED WHERE IT HAS -n CONTACT CONTACT WITH THE 4 nla4 TRUSSES BELOW. SEE DETAIL R_t�! ' SEE DETAIL #. " p SSlO U �'' �^ �or�� k, tip; JACKS to 0 0 C:) 3 L u- yD SEE SHEET 2 OF 2 FOR ALL DETAILS CiJ�L OF CALF i •. LJ m 01 �11 STANOA5iO REFAIF. FOF.-.DOING S.I -�rP10 A FALSE 801 OM CHORD - 0 00 o —�c� BRACE Cr(P") @ 10--0- O.C. (MAX.) FOR SINGLE TENSION 80TT'OM CHORD WHERE RIGID CEILING IS NOT APPLI D DIRECTLY TO THE MAIN TRUSS BOTTOM CHORD. BRACE AS SPECIFIEO FOR 8OTTOM CHORD IN COMPRESSION OR MULTIPLE PLY. MAIM TRUSS. VERTICAL STUDS @ 48- G.C. ATTACHED WITH TWO - iOd (.143- DIA.. X 3-) COMMON WIRE NAILS AT EACH END OF VERTICAL I 2X 4 STD. (OR BETTER) SPF, HF, OF OR SYP VERTICAL WEBS FALSE 80TTOM TRUSS SPAN i R-ek InOU15-ries, Inc. Ch: Lri.=_Id, prl0. MAIN TRUSS (SPACING= 24" O -C.) MAIN TRUSS FMANUFACTURED WIT HOOT FALSE BOT OM CHORD Iff 2X.4 No.2 (OR BETTER) SPF, HF; DF, OR SYP BOTTOM CHORD NOTES: � .- , Al �, U ;1. LOADING: uj C LIVE LOAD DEAD LOAD r 'EXP. UC"U'r"r J 1i TOP CHORD: (REFER TO'THE MAIN TRUSS DESIGN FOP. TOP CHORD LOADING) 1a , r. BOTTOM CHORD: 0 PSE 10PSF :'t 2- RE�-ER:TO:THE MAIN TRUSS DESIGN FOR LUMBERAN0. PLATING.RFPUIREMENTS _ X1MUM.BOT.TOM CHORD PITCH= 6112 4. TIE EbID 01SjP,NGE, EDGE DISTANCE, AN0 5?ACIN,G.OF NAILS.SHALL .6E.SUCH.- Q . Al' WHIiNAV(r_-'Ve7t des aramefers and READ NOTES ON THIS ANDS REVERSE SD7E BEFORE VSE. :' ' ' • _ - Des4Qh QidJfoFuse 6 IV:, th tviTek connectors. This design is based only upon parameters shown, and is'for on individual building cornponent� be insfalled and loaded Lerfically. P ppleability of design parameters and properincorporation. of componerit s responsibility of building designer -riot taus :. inI to insum st6billtvduHng ronsWc+lonthe- sponsibldy of the erector. Addltional permanent bracing of th'e'overgll sifucture is the responsibility of the.building designer. For general guidance .regarcfing:fa6ricaiion, quality control, storage, defivenj, erection and bracing, consuff QST-Axo,wi by Standard, DS"9 Bracing Specification, and.HIB-91 `.Haridling Installing `and Brdcing Recommendation avaloble from Truss Plate Institute. S 33 O'Onomo Drive. Madison. WI 53719. i.}! J T� •� Job Truss ALL JACK Al - •-iuston Lumber Company n u n U 2 2x4 Alternate plate positioning Truss Type Qty Ply Typical End /Corner Jack General Details - All corner jacks and end jacks MONO TRUSS 1 1 meeting requirements listed below. Job Reference (ootional) 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Mar 19 09:16:01 20i -2-0-0 B-0-0 2-0-0 8-0-0 2x4 11 3 m� C LUMBER, TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD. 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 8-0-0 Max. Scale: 318"=1' iy be.ommitted per Note 4. be supported by girder truss joined Simpson LU24 or USP JL24. n end vertical is ommitted (note 4), )son A35, USP M034, or 3-10d toe nails (per 1997 NDS) may be used. CSI DEFL in (loc) I/defl 'L/d PLATES GRIP LOADING (pso SPACING 2-0-0 T-"'-: 20.0 Plates Increase 1.25 T 14.0 Lumber Increase 1.25 B _ 0.0 Rep Stress Incr YES BCDL 8.0 Code IBC2000/ANS195' LUMBER, TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD. 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 8-0-0 Max. Scale: 318"=1' iy be.ommitted per Note 4. be supported by girder truss joined Simpson LU24 or USP JL24. n end vertical is ommitted (note 4), )son A35, USP M034, or 3-10d toe nails (per 1997 NDS) may be used. CSI DEFL in (loc) I/defl 'L/d PLATES GRIP TC 0.70 Vert(EL) • -0.20 2-4 >468 360 M1120 185/144 BC 0.44 Vert(TL) 0.45 1 >59 240 WB 0.00 Horz(fL) 0.00 4 n/a n/a (Matrix) Weight: 2916 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end vertical§. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=497/0-3-8, 4=302/0-3-8 Max Horz 2=177(load case 4) Max Uplift 2=-63(load case 5), 4=-30(load case 5) FORCES ,`(ibj ;Maximum Comp �ession/Maximum Tension TOP CHORD :1-2=0178,2-3=161/106.3-4=240/67 BOT CHORD 2.4=33/51 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft,, TCDL=8.4psf; BCDL=4.8psf; Category II; Exp B; enclosed; MWFRS.gable end zone: cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate brip DOL=1.33. 2) This -truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Provide mechanical connec(ion (by others) .of tniss to bearing plate capable of withstanding 63 Ib uplift at joint 2 and 30 Ib uplift at joint 4. 4) End vertical may be ommitted on jack trusses less than 7-10-0, provided that bearing is added at JT -3. Connection by others or utilize Simpson A35, USP MP34, or 3-10d toe nails (per 1997 NDS). LOAD CASE(S) Standa?d ' Also -valid for UBC 97 and IBC 2003 Q 2." . WILLIAM T.' ...O. ..- • gOCDUC F OFESS�� . �?PM T g0 Nil In Exp, m z :'of . 29 CtVI EXP:6(30/07 0:9:.629 �1VI� 23, of CALIF . 2004 r ..I. I*. 0 Irl • • • ,r00 7Po matyPly. jr(PICALd-il-OSET,�ACKCCRPl=RGIP.OER GENERAL DETAIL -ALL CORNER GIRDER TRUSSc'S ALL CGI MONO TRUSS 1 1 MEET ii ING REQUIREMENTS LISTED (optional) BELOW. 9 C. Houslon Lumber (,o npany, North Las Vegas, M1.89031 4.201. R1 s Sep 13 2G00 dN l ak Industnes, Inc t us Sep 1 a 09:47:24 2C01 ,aa 1 -104 MAX bl-9 Il -.'..12 .MAX . i 2-10'0 e_ 1-d SLOPE MAY VARY FROM 2.83/12 TO 5.66/12 21411 4 5 lu- 7.54 12 • a - 3x4 LL O 41 W J W IPPORT REQUIRED AT 1 4 WHEN TRUSS LENGTH LESS THAN 3-0-0. j+ _ t I ala _ I us.1a tux , ala sea SEE NOTE m5. Sale =1:7S-4 1 CONNECTIONS BY OTHERS EXCEPT AS NOTED LOADING (Psi SPACING 2-0-0 CSI DEFL In . (loc) 1/dell • PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 462 Vert(LL) -0.03 7 ' >999 M1120 185!144 TCOL 15.a Lumber Increase 1.25 8C 0.49 Vert(TL) 0.16 1-2 >232 8CLL 40 Rap Stress Inrr - NO •WB 0.61 Hdrz(TL) 0.02 6 Na SCOL 140 Code U8C97/ANSI95 1st LC LL Min Wait = 360 Weight: 41 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF i65aF 1.5E TOP CHORD Sheathed or 6-0-0 ac purlins,' except and verticals. HOT CHORD ' 2 X 4 SPF 165OF 1.5E 80T CHOP.O Rigid ceiling directly applied or 10.0-0 ac bracing. WEBS. ' 2 X 4 HF Stud REACTIONS (Ib/she) 2=675!0-3-0, 6=926/0.2-4 Max Harz 2=910(load case 4) (' :EES (Ib)- First Load Case Only CHORD 1.2=28, 2-3=1041, 3-4=10, 4.5=-8, 4-b=A51 BOT CHORD 2-7=1009, 6-7=1009 WEBS 3-7=143, 3-0=1077 NOTES • (6-4) ' 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 it above ground level, using 15.0 psi lap chard dead load and 10.0 psf bottom chard dead load, In the gable and roof zone an an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSl95 If and verticals ar cantilevers exist, they are exposed Idwind. If parches exist, they are not exposed to wind. The lumber OOL increase Is 1.33, and the plata grip Increase is 1.33 2) This truss has been designed fare 10.0 psf battam chard live load nanconcurrant with any other I(ve loads per Table No. 16-8, USC -97. _ 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) B. 4) This truss has been designed with ANSI/LPI 1-1995 criteria 5) Webs 3-6 and 3-7 may be ammitted when and jades are S-" or lass In length - 6) All connections must be per 1997 NOS requirements. LOAD CASE(8) Standard 1) Regular. Lumber Increase=125, Plate Increase=1.25. (InifbrtrbLaeds (plo . Vat 1-2=70.0 Trapezoidal Leads (plf) • . ,Vert 2=6.0 -to -0=45.3, 2= -4.S -1a-0=189.4, 4=189.44c, -194.3.: !e W . c -4 U - N0. co L ' Exp. 61302005 PF CAI. I��a:"':rig.:'..:.. � .. � r .• � • • • • • ;si<Jri�' �;'� ;Ear •,.� t1U.T L -s' Is-f9OV.IGE. LA..T.ER.AL `SUPPORT FOR TOP MAX.SLO'PEIGRADE FON BEVELEDy— I CG1,14IOIl _-CONId011 .CHC 11.1'TH SH'EATHIHC,(8.Y GT}IEAS) HOTt.F011CO1IrltCllOh{ B.OTTObi CIIORD h. TIIUS5t5 71{u55E5 "-"A (. 'ti;EB LE'HCTHi WITHOUT B%L CE OF VALLEY T1iUSS 10 it BfI 7'-9-•'T'li A'CE 12'-D". CGUuOFf 1huSi2•{. 110.2 DF -L -"b' '-LE oLTItL-boflt' Ic/t2 { J-1 )'-THIS.DES]Gp1 CHECKED FOR ]20 N.P.H. WIL - 4!1}ID LOAD_ 2.6 NO.] DF(DET.D) IY/It -�—t� 1 -XXL PLATES SA ' E TO BE � HITEK-20'S VLLLLY F 2stnlr•FLu_ i, IVxLLLY 5L -T t I " T1WS]~ 04TaIL-D-tl I I I -I I S -RE -'EL 'VALLEY TRUSSES FOR PLACEHEUT /i��16 VALLEY' 'T __ rl 1 I 1 _� ! 1. - UN CU13LtG}: TRUS5;' OR USE DET. -A' El u5E 2-IGd HAIL5 h I WELiCEH;It Lu 711055— (uxY.110W.l'.11.v11h101 ti GIHOEII 1nu5� 1 6 -FOA COIIIIECTTHG' VALLEY TRUSSES 10'T1iuSSw/2- TO.001a_'!QH TRUSS-,.:USE`DET.'6- OR -C- 10thAICS l / II ii I -1F TOP. CHORD.'LATE"RAL BRACING REQUIRED -AS.- LESS-.MJl VXCIHC OF }l —II li VKLLPY 'MUSSES ((2{- D_ C.I THEN �/, 1wYuwhu nofCOuO� C�kE ADD•I'T101iAL S:•{; 9R7L'C.IHG IS REOUIRED. r C Thula 4.4 PAf(71Al.IlL10FLxY0UT fl -1. /TER.IL:9R}CCI:i'iC SKILL BE. 1'I Al LED DkTAIL-A NM;IH 2-10 d ::l -IAC LS'.DETAIL- li 2. Iu I.:I . .VAI L LY' -.l hIU S S AUG 9.2.003 �• �• 1 3,5 2'] 3•S }IUnR'I'CA11E CLTP__.— _— -__--- --__ ON .Q. Y� `a DETAIL -C v -a -10v -Cr 'f �' N pfxOsw�(� �� l2 - � OrT.'sl•LICt - _ 2'3 uUC i - LT • -- --� 0-'SYuu, xl10UT C VALLEY TRUSS DETAIL 3'{ 3'{ 3'5 G" WAY. i D �e U >iSSlO 2 ] SL'E 1.101E Ila. 2/— ' � a • :� R, �(3t�1G %f/ ell � C.P ' F-) c1 0 1'1.11.-uh 'i? Z.'ir .1uC ,nccul Yllr�rn',Inxt Deacyto Nlolnl•lion Corvtoclor H•-rdwsra LumtxT t- i y � jvllTek Industries, Inc. L•... ..� q v. pn.p-. u n �� Ir. a Ir �..) K'..a _n a c, C:rl+..a. (1.1e. r. m..i �JN n tulw nn: l -r ryv. ys. I'p d'^"_........Ivn nu. y. h.Jdn�•m.. y�{�Try�f�(y ._.... ��•(VIl,nc)w Conluv.CA f561a ... �...:an i..,- w..n.�., .h.,. r�.i .. a dr••a.l• n .1 r. rr . v. .nr ..+r Y Ire. r.1<v1:' <� -7,(�•.... -`" 711SJ5I FA.X tI UI.(?1S �:F h i C�t'C. a •y•r,aw..r... 1 4'IG:.c rr..•r'r, ...,umanb � ✓a.• r.n •,. v.�•1n•�tif Cap i HIM (C) IS' 11 ^,•n. -W , .. a. r�•i 6 W nq, (lir U IM AupT rJn d•J n4 •,J w.l.:l, VR.• Fi.vLn• Ne h L.•.:( 1.u.11J r..:r1 `•.C. ...,v n. •.•-c4.d o'r-n'J compo ' . t .� q pq In..-.�tu� �-. y. u r....r n....n m r.- e. yr rY G>. wLnosa+.l nu.L4 Jw tJ Oe6..r, u �1++u Irw .a DC UOn C7il Cfl. CHMIER Ia EI.AER YAnN 1. It91 w-q•p .•., 1.�r.-ti -0 .n:, p•e(; , 1..c..1 0.•v J a.:q n. un uav •d r,o-n an rn Ye•n, 9np dL.•r tr It'l vel fl , Ur..a. 14W h, p+., •J^ .• rU .n ..• n NrV . ♦r✓� N1�4 .11....r b� L -r a -J rrn, .rrcJl dnA ly,•uvn �/'.^r1 1Q I'.i • h .�,'/.��I .` '(/��'fry�� .//��/, 41 -,.-Lu y,� ,v 1ti ar' .or+�'.1 �•u�u1 11 ba pr.r iJ.d bl i.n ui'. • . •.•J 1n '_iI1�-r 1 ' [ r •+-� S'S l_J(� �a..Yr..--., �.n �.rv,.0 •^p'^v Mn y.. rJ r,. m,(Ir•.i v. P. 41n .n. •�'[lrl'o$, "" SAF - "Ir IN, _ .�A a- - T W lG� 2 JULY 2003 DO o � o0 � o0 a NliTek Industries, Inca INTERIOR BEARING OFFSET DET AIL r NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d).'(7 1/2" MAX) BOTTOM CHORD PITCH MAY VARY DOUBLE WEB JOINT SINGLE WEB JOINT TRIPLE WEB JOINT r NOV 13, 2001 I VVLB BRACING REECOMMENDA T fONS S I -�i"1! BE'r-'ACF_ rflJf v�T Miiek Indusiri.-s, Inc. MAXIMUM WE3 FORCE (Ibs.) X-BP..4C£ 24"O.C. 48"O.C. I 72" O.C. SAY SIZE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A I B I C I D A 1 B I C I 0 .0 I 0 10'-0" 3650. 4600 4600 a'900 13344 4600 I 4600 I 6900 4034 6382 1T-0" 3154 I 3942 3942 T 5914 1N44 3942 3942 I 5914 3942 5914 14'-0" 2760 3450 s 3450 5175 13x4 3450 3x50. 5175 3x50 r 5115 16'-0" 2453 3066 3066 4x00 1344 3066 3066 4600 3066 4600 h 18'-0" 220P, + 2760 2760 I 4140 1344 2760 2760 4140 " 27fi0 � 4140 20'-0" 2007 2509 2509 3763 1344 2509. 2509 3763 2509 M 3763 T -CONTROLLED BY CONNECTION I GENERAL, NOTES TYPE BRACING MATERIALS L X -BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE 1111 I ROOF AND/OR dEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED ' - PROFESSIONAL. - 1 X 4 IND. 46 SYP 2 THESE CALCULATIONS BASED ON.LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A _OR _ 3. X -BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER. AS THE LATERAL BRACE ' MATERIAL, AND STALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRS (OF, HF, SPF) � AT APPROX_ 45 DEGREES AND SHALL BE NAILED AT EACH ENO AND EACH INTERMEDIATE TRUSS WITH 2-16d COMMON WIRE NAILS, p- 16d NAILS FOR ZX6 MATERIAL) - 4, CONNECT LATERAL BRACE To EACH TRUSS WITH TWO 16d COMMON WIRE NAILS. (THREE I6d 8 2 X 3 #3, STO, CONST (SPF, OF, HF, OP, SYP) Pw3L5 FOR - LATERAL BRACES) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE _ FOR CONTINUITY. ' ' 6, FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, OF, HF, OR SYP) 058-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND HIB -91 HANDLING INSTALLING AND BRACING FOR RECOMMENDATIONS FROM TRUSS PLATE IPISTmTE • sB3 O'ONOFRIQ ORIVE, MAOISO14, Wt. 53719. , W r, SEE SEPERATE TRUSS ENGINEERING FOR DESIGN OF WEB MEMBER. 2 X 6 #3 OR BETTER (SPF, OF, HF, OR SYP) 6, THE 1§d PAILS SPECIFIED SHOULD BE 3.5' LONG ARID D.16r IN DIAMETER, IN ACCORDANCE • WITH NOS 1991 . NOTE:fOR A SPACING OF 24' O.C. ONLY, MITER STASILO:ER Tt1US5 BRACING SYSTEMS CAN BE S SUBTI TUT ED FOR TYPE A B. C AND O BRACING MATERIAL CROSS BRACING FOR STABILIZERS ARE Toa PROVIOEO AT BAY 512E INOICATEO ABOVE WHERE OIAPHRAGM BRACING IS REOUIREO AT PITCH BREAKS, STABILIZZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE STABILIZER TRUSS BRACING. INSTALLATION GUIDE ANO PRODUCT SPECIFYCATION., I • LATERAL BRACING MATERIAL 16d NAILS (SEE NOTES 4 E B) !A I P /3yR L Y'E4i' j t 1 L. SCS. l 11 CC ♦ O, t1 ,_ u EXP JUNE 30, 204 ti V0. i s �~ 4`' • Na .Q 881.2,. �� •;r _ C7 G f 1 v C\ C w 4G901 Horizontal Blockirio\E,A.p. 0613Q1Q7 -_ 'XBRACING MATERIAL LN '(Ona ieg,of Y. -bracing shown dashed for drawing clarity. ; Thi5legwp require horizontal blocking ..',: nest to the tep and bottom chord.so if attaches to the brace plane:) :TRUSS WE3 MEMBERS VeriA design parameters and READ 1VOTE5'ON THIS AND REVERSE SIDE�BEFORE USE. - De5idn'Gfid. for. use'only:'vrith MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component to be installed dnd loaded vErticofly Applicability of design parameters and proper incorporation of component a responsibility of building designer -not truss desigi a%'6rac'irig shown Is for Neral support of indi adual web members on 1. Addtttonal ferriporary bracing to insure stabil ty during cons ruction Is the espons bil'i1y 'of .the erecior. AddM nal permanent bracing of the overall structure is the responsibility or the bu lding designer. For general guidance Vie.... . gar0ingfabricafion, gliafify control, storage, delivery, erection and bracing: consult QST 88 Qualify Standard. DS 189 Bracing Speciricai on, and HI81)1 Hdndling.lnstalltng and.8rdcing Recommendatlon available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI x3719. •. T RU!;5r�) 0 2� 1, 0.b. TYP. IOp 0 b" 0, G. TTP. lop 6". O, G. TTP, l�I� � C��"10H �F-,k MUbT r:2E D0 %- - THE LENG.TN OF TH- - ` -FHIb pE.TAIL 15 TO �?E USEp ks AH 61 ��, 'W` O.G. TY OR- �R�GE PER' TRU55 c� EXP 9-3 �-04 : NOTE ENp OF �R p \ F 1t��" ., 0'-0' INTERl�LS_ REFER TOIL -al �U�iMf�RY �}�EET FOR REGOMH�Nt�kTION� Or THE: TRU55 PLttTE lNSTUTI . AUG "i .9 2803 I ff (-�.. . J00 1 russ I nJss I yne y V •F1,OORFol FLOOR. 1 1 GENEP.AL DETAIL 6720 (optional) t,. ouston umber company, r cn as degas, .i ;.� s reo i i i ett incustries, Inc. 25-4 MIAX. 0' ..1 4x0 = 0 T.C. CUT, DRILLED OP. NOTCHED IN 1ST PAINEL A T EITHER END MIN. 6" FROM END OF T,C. MAX. Scale = SPAIN AND HEIGHT AS SHOWN IN CHART BELOW, I1I0 OTHER EXISTING DAMAGE TO TRUSS-. NOT DISTURBED NOT -DISTURBED °I 1x3 It 4-0-0 ix] II ]xfi FP= 4.0-0 1x3 II 4x0 = 1x3 II 3x4 = ix] II 3x4 = 1x3 11 1 ADD ON 2 3 a 4x1° = 3x17.5 M16 FP= 3x4 =3x4 = MAX LENGTH OF DAMAGE TO BE NO MORE THAN 5" AND PLATES ARE NOT DISTURBED. 21-0-0 is 4x10 = 4x0 NIIN. LUMBER SIZE AND GRADE: MIAX LOADING: (PSF) T.C. = 4X2 SPF 165OF 1.5E SPACING = 24" O.C. B.C.= 4x2 SPF 165OF 1.5E LOAD CASE(S) STANDARD WEB = 4X2 HF STUD LOADING(pps>� SPACING 2-0-0 CSI DEFL In (lac) I/defl - PLATES GRIP =CLL 40. Plates Increase 1.00 TC 0.51 Vert LL -0.41 1. >604 _ MI20 185/144 TCOL" 10.0 Lumber Increase 1.00 BC 0.99 Vertf TL; ' -0.63 14-16 >394 1016 127182 BCLL : 0.0 . Rep Stress Incr YES . WB .0.73 Horz(TL) 0.12 11 nla • SCOL' '; 10.0 Code UBC97/ANS195 (Mlatrfx) 1st LC LL Min I/deft = 360 Welght: 84 Ib LUMBER BRACING Tflp CHORD 4 X 2 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 ac purlins, except end verticals. CHORD 4 X 2 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. .S 4 X 2 HF Stud REACTIONS (Ib/size) 17=1239/0-3-8,11=123910-3-8 FORCES- First Load Case Only , TOP CHORD 17-18=101, 1-18=101, 11-19=101, 10-19=101, 1-2=5,2-3=3528 314=,3528, 4-5=1:726, 5-6=x}726, 6-7=-4726, 7-8=3�e�$, 8. �� E �10a 5f 4 BOTCHOftO 16-17=2049, 15-16=4366, 14-15=4366, i3-114=4726,12-13=4366, 11-12=2049 ;° P3 • WEBS 9-11=2320, 2-17=2320, 9-12=1688, 2-16=1688, 8-12=237, 3-16=237, 7-12=956, 4-16=956, 7-13=411, 4-14=411, sJ6�14, `0-13=147 NOTES fkClCtiAEL A � 1 Thls truss has bean checked for unbalanced loading conditions. v . {��p��.7 —� 2 All plates are N120 plates unless otheralse•indicated.�" 23 This truss has been designed with ANSIlTPI 1-1995 criteria. 9 EX! 4 Recommend 2x6 strangbacks, an edge, spaced at 10-0-0 an center and fastened to each truss with 3-16d nails. Stron backs to a ed to ails at elr outer "8s restrained by other means. _ LOAD CASES °i;;"Leicl�v' _ i'_!Illi ` 3.5' �� g�(� fP /�: O Standard Ia- ._� \ 1 ��J �m �° • 3 3 3� r I {— 6 5' L 5 NITEK PLATES f NOT DISTURBED NOTCH OR General Repair Notes: CUT AND REMOVED' OR DRILLED HOLE 6720 This repair is for.cutting, drilling or patching T.C. in l" panel at either end as shown, 6" of T.C. at either end �Q {�E S 3)0 -and plating must not be disturbed. All other lumber and plates are intact and undisturbed. ay �1 A. • THIS REPAIR IS FOR FLOOR TRUSSES NVITH SPAN AND HEIGHT SPECIFICATIONS AS . SHOtiVN ON ENGINEERING. Truss must be two point B.C. bearing have webs from E C (bearing) to T.C. in first aanel. truss symmetry ., >+ - may vary and chase location must stay within center 1/3 of truss– see original truss engineering. Truss mav� have no other existing damage. a Shore truss to original geometry prior to repair. C'; v % Attach 2xOPF 165OF 1.5E add ons as shown nailed to each face oftruss w/10d gun nails -(0.131" dia. By 3" 'Sr,OP CA0 0 3" o.c. chords and webs. Nails -to be'placed with sufficient edge distances and end distances '.=ass to pr'�event'splitting of wood members. Attach bracing and sheathing to repair. Add on to one face -may be --u 'sed , aieu of add on to -both faces where conditions allow only one face to be repaired. Do not damage AUG 19 200 •;repair..; ....:. ^ • :Ifsteriical. toad at end of truss exceeds 1000 lbs. and no blacking panel NIIN. TRUSS i41A;C. TRUSS NI.A:. TRUSS , T= fists vertical blocking (by others) is recommedddd.HEIGHT HEIGHT SPAN' `'LVfecha-nical, if in the way, is to be relocated to accommodate repair. Do not use below 1-4-0. This}repair-was: designed using a description of existing conditions as 1-=1--0 1=5-U 13=Q-0 pro'v,.itiedbyothers.' 1-6-0 1-11=15 21 The truss designer perfot•ms no field inspection of trusses.. 2-0-0 2-0-0 26-0-0. -21 J Do riot use above 2-04 I: I*. • J SOUTHERN NEVADA rYC I SNCMA __ACMA COM-DONENT MANUFACTUR_VR-'� Assoc�a�aoN 10/20/00 To Whom It -May Concern: Re: Floor and Roof Truss Overloads The members of the Southern Neva da'Component Manufacturer's Association will NOT • warrant any.products that have been overloaded during construction by "stacking' of gypsum wallboard, plywood or other types of sheathing or.various building materials. The amount of materials that may be supported without overloading is the roof or floor truss design I-ive load. Asan example, 20 sheets of material weighing 2 lbs./sq. ft. Will total 40 psf, the typical • residential floor design. live load; and the entire floor area may be loaded with stacks of 20 sheets or less. Typical residential floor trusses will support 20 sheets of Y2" gypsum wallboard, 16 sheets of 5/8" wallboard or 16 sheets of 3/4" structural sheathing: • Typical residential roof trusses will support 10 sheets of 1/2" structural sheathing. Additional materials may be stored if: V The trusses are adequately shored (prior to "stacking' materials) through to the slab below. • V Shoring is in place before the -loading.occurs. Shoring placed at the bottom chord of the truss will not prevent overloading. Shoring is located at the underside of the roof or floor sheathing, or is.located at the underside to the truss 'top chord. Care should be taken to avoid crushing of the truss member. j Shoring is properly designed, supported and installed by others.. Repair. of trusses that have been overloaded is not feasible: Trussed that have been .overloaded must be replaced or all warranty is voided. Please refer to each member's proposal.and contractspecific warranty provisions. SOUTHERN NEVADA COMPONENT:MANUFACTURER'S ASSOCIATION 4915 N. Ber; Street • North' Las Vegas, Nevada 89031 ..22 . .. Pit :'•�'�"r''� JOb TIua6 Tru aTypo �^ tiZlAt ) PIGGYf1AC1< BASETRUSS, REFER TO SEALED ENGINEERING, PROVIDE ADEQUATE -CONNECTION TO TRANSFER OUT -OF -PLANE LOADS FROM PIGGYBACKTO NtkIN TRUSS, FOR PITCHED > 6112 ATTACH A 10'-C' LONG 2X4 112- H.F. OR BTR SCAB TO ONE FACE OF TRUSS WITH 2 -ROWS OF lod OMMON WIRE MAILS SPACED AT I� 61 O.C. 2X4 CONTINUOUS PURLINS. ATTACH WITH 2-10D NAILS INTO EACH MEMBER. FOR SPACING REFER -TO TOP CHORD BRACING`R.EQU.IREMENT ON BASE TRUSS ENGINEERING (48. O:C. MAX) THIS.TRUSS IS DESIGNED TO SUPPORT VERTICAL LOADS AS DETERMINED BY.OTHERS. VERIFICATION OF LOADING, DEFLECTION LIMITATIONS, FRAMING METHODS, WIND BRACING OR OTHER LATERAL BRACING THAT IS ALWAYS REQUIRED, IS' RESPONSIBILITY OF THE, PROJECT ARCHITECT OR ENGINEER.ADDITIQNALTEMPORARY AND PERMANENT BRACING FOR STABILITY DURING -AND AFTER INSTALLATION THAT IS ALWAYS RECOMMENDED, IS THE RESPONSIBILITY OF THE PROJECT ..ARCHITECT OR ENGINEER (FOR GENERAL GUIDANCE SEE HIB -91 FROM TPI). STANDARD PIGGYBACK CQi �T.�:..E11:�F1.�2 _ I4Go�7E MA-/ VI i UP `N Wit LA T(I:AL F�(=Cu . 14 8 -XB-X7(Z' CDX PLYWOOD,.ATTACHED TO EACH FACE WITH 4-8D NAILS INTO EACH FACE OF EACH MEMBER -OR- 5'X4' 20GA NAIL ON PLATE ATTACHED TO EACH` FACE WITH THREE 1-1(C' LONG 11 GA NAILS INTO • EACH FACE OF EACH MEMBER OR 1 -:PAIR OF SIMPSON H2.5. (OR EQUAL), ONE CONNECTING PURLIN TO PIGGY BACKTRUSS AND ONE CONNECTING THE PURLIN TO THE BASE TRUSS (48- O.C. MAXIMUTA) ' PLYWOOD GUSSETS O.C. SPACING AT REQUIREQ TIC BRACING FOR BASE TRUSS (4B"rAAX.)- 4NECTION DETAIL AUG r31htEER,S' o 9..c�sslo'c ' REDONG YU 6 tai 'Exp: 06/30/04 d�C CIVIL O,G2 ATE M OF CAL =� '1, 2000 BEF-RIN. GBLOCK DET AIL I S T -BLCK1 . (A) . . aaaa 0 00 0 00 - a NIIT etc Industries, Inc: REFER TO INDIVIDUrA.L I PUSS -DESIGN I ; FOP. PLA. T E SIZES AAA LUN1i3ER GF,"DES 'IMPORTANT This detail to be used only 4vi-Lh one ply trusses with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these Criteria should be examined individually: )-3-8 ACTUAL BEARING SIZE -BOTTOM CHORD SIZE LUNISER ANC) GRADE NAILING PATTERN 2x4 BOTTOM CHORD 2 Rows @ 3- O,C. (8 TOTAL NAILSI 2x6 8OTTO'M CHORD 3 RQWS @ 3- o,C. 0 2 TOTAL NAILS) zxs BOTTOM CHORD fROWS @ 3' O.C. 1 6 TOTAL NAILS) MINIMUM i EEL HEIGHT 1 SYP OF HF SPF SYP OF HF SPF SYP OF HF SPF ALLOWABLE REAC TION (lb) * 2966 3281 2126 2231 2966 3281 -2126 2231 2966 3281 2126 '2231 BEARING BLOCK ALLOWABLE LOADS 929 855 736 • 1.393 1282 - 11C4 1089 1858 1.710 1472 1452 P;;ge 1 of i BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS ALLOW,48Lc LOAD 116) 3895 4136 2862 4359 3230 3320 4824 4991 3598 3683 --r TO 8E,SANIE %OE. & SPECIES ING BOTTOM CHOHO. _ ) ONE FACE OF TRUSS •TES: 1. USE LOWER OF TOP PLATE OR. TRUSS W000 SPECIES. :.THE EHO DISTANCE. EOGE OtSTANCE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 1. NAILS OESIGNATEO ARE -1 Od (.131- O(AM. x 31 FOR BEARINGS NOT NEARER TRAN 3- TO THE -END ' OF A MEN18ER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.10 .LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: S.YP = 565 psi OF : = 625 psi. HF 405 psi SPF = 425 psi 'ALUES 15 NOT I.NCLUOE MSR LUMBER WITH "E" VALUES cRTHAN 1,900,000 PSI OR'NON-DENSE GRADE LUMBER. TOTAL EOUIVALENT BEARING LENGTH. 0-4-11 0-4-10 0-i2 0-4-13' 0-5-5 0-5-3- o-5_11 0-5-14 0-5-12 f r91:.ESSIO C. l rn IJJ C 46961 " s EXP. 06130107. WARNING = Verify de'sigrz parameters and'READ NOTES ON THIS AND REVERSE SIDE BEFORE USE, Oes'igr Valid for use only with mrrek connectors. This design Is based only upon parameters shown, and Is for on. individual building component to be Installed and loaded vertically. Applicability of design parameters and properincorporotion, of component is responsibility of building designer- not truss designer. &acing shown is.for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the •responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.. For general, autdonce (eg'ardirig fabrication, quality control, storage, delivery, efeci on and bracing, consult QST -88 Qualify Standard, DSI) 89 Bracing Specification, and HIB 41 ®` • .. _ Handling Installing and Bracing Recommendation'available from Truss Plate Institute. 583 D'Onoftlo Drive, Modson 4VI 53714. �'J.iiTbk . 7 71 ST-STRGSCK I LATERAL BRACING RECONINIENDATIONS I ^•UG. i6, 2001 TO All INIM 17C VIBP.ATION CONINlON TO ALL SHALLOI/V•FP'MING SYSTENIS, 2X6 "S T RONGBACK" L!;TEP.4L SUPPORTS SHOULD BE LOCATED EVERY 2 TO 10 FEET ALONG A FLOOR TRUSS. USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD TRUSSES \� STP.ONGBACK MAY BE POSITIONED DIRECTLY UNDER. THE TOP CHORD OP. DIRECTLY.ABOVE THE BOTTOMCHORD. SECURELY FASTEN TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. USE METAL FR.°.NIING ATTACH TO VERTICAL ANCHOR TO ATTACH WES WITH (3) - 10d TO TOP CHORD\ COMMON WIRE NAILS y BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDEO WHILE ATTACH TO VERTICAL SCAB WITH (3) - 1 O COMMON WIPE NAILS ATTACH 2.,(4 VERTr AL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (L) - 10d INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO EDGE OF STRONGSACK (00 NOT USE DRYWALL TYPE SCREWS) f r A zrt• E_ T 1 '15 CIVIL Fso_ 04➢.z�.:rSr ATTACH TO CHORD e WITH TWO #12 x 3- wnnn scPFWS e216- DIAM.) ATTACH TO VERTICAL WEB WITH (3) - 10d COMMON WIRE NAILS ATTACH TO VERTICAL SCAB WITH (3) - 10d COMMON WIRE NAILS 4-0-0 (TYPICAL SPLICE) INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO DOGE OF STRONGBACK (Db NOT USE DRYWALL TYPE -SCREWS) 2x6 AS REQUIRED BLOCKING' / SIDEWALL © QK"I CE] _m 015"U DKI O� �. THE STRONGSACKS SHOULD EITHER, BE SECURED TO ADJACENT PARTITION � L WALLS OR ALTERNATE "X" -BRIDGING SHOULD BE USED TO TERMINATE THE BRACING MEMBERS. 1F SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB 0_1C 46001. �� CENTERED OVER THE SPLICE AND JOIN WITH (12) - 1 O NAILS EQUALLY SPACED. 1 EXP. 0611 0 D r r yx,H :ATERNATE METHOD O.F.SPLICING:. \ un\ OVERLAP STRONGBACK MENIBERS A MINIMUM OF 4'-0" AND FASTEN 9 . W(T.,H (12) - 10d COMMflN WIRE NAILS STAGGERED AND EQUALLY SPACED. ,(TU BE .'.'USED ONLY WHEN STRONGQACK IS NOT ALIGNED WITH A VERTICAL) c. r ` STRONG>;ACK BRACING ALSO SATISFIES THE LATERAL BP,ACING QU REIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS. �..W1RlYING =. Yerify,de'sigrt parameteri a.a READ NOTES ON THIS. AND REVERSE SIDE BEFORE USE. - esign Qb9d foriis'e only with MTek connectors. This design is based any'upon parameters shown, and is for on individual building component fo be [nstall'ed and Ioo'dEd've'rtico0y. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss esign'er.'8racing`shown'Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the espoiislbillty of the ejector. Additlonal permanent bracing of- the overall structure Is the responsibility of the building designer. For general guidance egardL ng. fabrtcafion, quality control, storage, delivery, ergction and bracing. consult QST -88 Quality Standard, OS3-89 Bracing Specification, and HIS -91 aridling Installing and Bracing Recommendation available from Truss Plate Irutiitlte; 583 D'Onorrio Drive. Mad son WI 53719. W1 AC HOUSTON LUMBER COMPANY "Lumbermen Since 1884" --Now AC OUSTON LUMBER COMPANY "Lumbermen Since 1884" 84-391 Cabazon Road CITY OF LA QUINTA Indio, CA 92201 BUILDING & SAFETY DEFT. APPROVED (760) 347-8320 FOR CONSTRUCTIONFax: (760) 347-8515 L Contactor. B&M CONSTRUCTION Job Name: WALL CASITA Date: 8/22/2006 535Sn818n,vuo llltl0'1noiON 00 '•T:r.Lr�lY �U�.,o,.,•A.,,...na..a,.,a,�,.,o,.,�,.»a.,o 'STN:1%NJ.1' (90/9L/9 - AW) MOVE _LLVCI ChVa`Ji1"l S'7UHW,fJ' Of 'A11 NMVHO .• 0 0 T _ i - F✓!i+�, Very. SL49-LK (09L) xed OZ£9-LtC(09L) -13 =NN%A vo 'olpul 'peoa uozegeo LM g SNOI.l dO t sa t exgs ueuuagwn7. epseoIleM�kNVdAOO ?13enm uog,/{ryVNHOf orU)SUODspiemp34og NolsnoH OV coo �9� 88£ 852) 0-61.-26 r 0 r 4 8-0176 I 0-0-L 8-0-62 I* The A.C. Houston Lumber Company's Truss Warranty Project Name: Wall Casita _Date of Delivery: 08/22/06 This document shall be considered an express warranty by The A.C. Houston Lumber Company for trusses we designed and manufactured for the above -referenced project. This warranty shall supercede all other warranties whether expressed or N implied, written or verbal. Warranties: The A.C. Houston Lumber Company herein warrants for a period of ONE YEAR from the date of delivery referenced above, that the manufactured trusses shall be of fair and average quality in the trade and within the description of the contract and the project's documents as produced by the registered professional engineer for the project, hereinafter referred to as the "Engineer -of -Record". This warranty is for truss design and manufacturing only and specifically excludes installation and damage to the trusses when the trusses are out of our immediate control. This warranty also specifically excludes work performed by the Engineer -of -Record r . including, but not limited to, structural design of the structure, structural drawings and construction design documents. Upon written notice, The A.C. Houston Lumber Company herein reserves the right to inspect, repair, or replace trusses that are not in conformity to contract documents, the Engineer -of -Record's project documents, improperly designed, or defectively manufactured trusses. All remedies and damages are strictly limited to repair or replacement of the non -conforming truss or trusses. Such replacement or repair necessity shall be determined at the sole discretion of The A.C. Houston Lumber Company. Replacement or repairs shall be performed within a reasonable period of time and The A.C. Houston Lumber Company shall not be responsible for project delay damages or repair and replacement of other trades' work. This warranty shall be considered void if the truss or integral truss structure is affected by adverse influences including, but not limited to, moisture, temperature, .corrosive chemicals, gases, cuts, damage caused by or contributed to by another trade, improper installation, improper or insubstantial bracing, improper field storage w and handling, or additional dead or live loads beyond that stated in the truss engineering attributable to: roof, floor, partitions, mechanical, fire sprinkler systems, attic, storage, wind, snow drift, seismic or other acts of nature. The foregoing warranties are exclusive, and are in lieu of all other warranties, whether written, oral, or implied, including any warranties regarding the merchantability and fitness for a particular purpose not specified herein. Revised 02-03 19 10 I * The A.C. Houston Lumber Company "Lumbermen Since 1884" To: Building department, building designer, and contractor Re: Truss design(s) for the following project(s): Customer: B&M Construction Job Name: Wall Casita Tag #: IT06-0077 The 21 attached truss drawing(s) for the project referenced above have been prepared under my direct supervision based on information provided by A.C. Houston Lumber Co. Indio, CA. These truss designs have been prepared at A.C. Houston Lumber Company using Mitek connector plates (code approvals: ICBO 1591, 1329, 4922) and must be fabricated by A.C. Houston Lumber Company. Refer to UBC 97, 2001 CBC, ANSI/TPI 1-1995, WTCA 1-1995, BCSI, commentaries and summaries available from WTCA, ICBG, ANSI, and TPI for important information about trusses, including scope of responsibilities of various parties. These are designs for building components, which are intended to be incorporated into the plan of the building designer. DO NOT CUT, DRILL, NOTCH, MODIFY, OR OTHERWISE DAMAGE ANY TRUSS WITHOUT PRIOR WRITTEN PERMISSION BY TRUSS DESIGNER. REFER TO HIB -91 PRIOR TO INSTALLING FOR GENERAL INFORMATION ABOUT HANDLING, INSTALLATION, AND BRACING. DO NOT OVERLOAD TRUSSES WITH LARGE QUANTITIES OF CONSTRUCTION MATERIALS. THESE CONDITIONS MAY RESULT IN INJURY OR LOSS OF LIFE. ANY PARTY WHO DOES SO TAKES FULL RESPONSIBILITY FOR ALL COSTS INCLUDING INVESTIGATION AND ENGINEERING DESIGN. ALL BEAMS, HEADERS, AND THEIR CONNECTIONS ARE BY OTHERS. If you have any questions contact A.C. Houston Lumber Company at (916) 780-6887. Cordially, � C Auc iust17 2006 Brya ill The seal on thes drawings indicate acceptance of Professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1 §§ 2. zoF SON 0 NO. C62668 m W Exp. 6-30-08 M CIVIC 9�OF CAUF� 8655 Washington Blvd., Roseville, CA 95678-5945 Telephone: (916 _ 7, 2006 www.houstonlumber.com Fax: (916) 780-2060 E 1• 0 10 0 Job Truss Truss Type Oly Ply JD -Wall Casila IT06.0077 A01 ROOF TRUSS 1 2 I Job Reference o tional A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:00 2006 Page 1 3-2-5 6-4-0 7-8-8 10-10-3 14-0-8 3-2-5 3-1-11 1-4-8 3-1-11 3-2-5 sao . , zz. s4= s4= 3 4 R 4.99 ,z 3.1 3r4 1 z s wz 1 wz T, n M w4 6 1 ei I I 34 = W 11 0 9 6 7 24 II 3w = 3w = 3-2-5 6-4-0 7-8-8 10-10-3 3w = 14-0-8 3-2-5 3-1-11 1-4-8 3-1-11 3-2-5 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.04 9 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.06 9 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.08 Horz(TL) 0.02 6 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 116 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 � TOP CHORD Sheathed or 6-0-0 oc purtins, except BOT CHORD 2 X 6 SPF 1650F 1.5E 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=1327/0-5-8,6=1327/0-5-8 Max Horz 1=39(load case 5) Max Uplift !=-347(load case 3), 6=-347(load rase 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2844f733, 2.3=-2806!738, 3.4=•2592!715, 4-5-2822641, 5.6=-2838/733 BOT CHORD 1-10=-653/2554, 9.10=-653/2554, 8.9=-603/2577, 7-8=-624/2548, 6.7— 624/2548 WEBS 2-10=-46/52,2-9=-21/193, 3-9=-1761698,3-8-60/115,4-8-182f721, 5-8=-28/217,5-7=-59/54 NOTES 1) 2-py truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4. 1 row at 0.9.0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 80 mph winds at 25 If above ground level, using 8.4 psi top chord dead load and 4.8 psi bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end venicals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 347 Ib uplift at joint 1 and 347 Ib uplift at joint 6. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 531 Ib down and 132 Ib up at 7-8-8, and 531 Ib down and 132 Ib up at 6-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. OF r-, S !— LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 < • !y Uniform Loads (plf) G, Vert: 1-3=-88, 3-4=-44(F=44), 4-6=-88, 1-9=-16, 8-9=-161(F=-145), 6-8=-16 NO. C62668 m Concentrated Loads (Ib) 0 Vert: 9=-531 (F) 8=-531 (F) UJ Exp.6-30-08 M S� CIVIL �OF CAUFO� August 17, 2006 C 7 • I0 0 Job Truss Truss Type Ory Pry JD - Wall Casita IT06-0077 A02 ROOF TRUSS 6 1 Job Reference o ticnal A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:04 2006 Page 1 7-0-4 14-0-8 7-0-4 7-0-4 ss = sao. 1:22. i 4mr 2 4 TI W. TI Igry�I 5 { BI Ll lad L Axl s 62w II 4411 7-0-4 14-0-8 3.1 ]N 1 4411 7-0-4 7-0-4 Plate Offsets X 1:0-3-00-3-1 5:0-3-50-3-1 LOADING (psq SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.05 5-6 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.11 5-6 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(TL) 0.03 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 44 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-11-12 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 3-7-9, Right 2 X 4 SPF No.2 3-7-9 REACTIONS (Ib/size) 1=730/0-5-8,5=730/0-5-8 Max Horz 1=45(load case 5) Max Uplift 1 =- 1 97(load case 3), 5=-197(foad case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2. 1282/313, 2-3= 1184/338, 3-4=-1184/338, 4-5= 1282/313 BOT CHORD 1-6=-236/1123,5-6=-23611123 WEBS 3-6=0/280 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 Ib uplift at joint 1 and 197 Ib uplift at joint 5. LOAD CASE(S) Standard OFE,S O NO. C62668 m UJ Exp. 6-30-08 M * kp CIVIL. OF CAS �FO� August 17, 2006 i• • L) I0 0 0 Job Truss Truss Type Ory Ply JD -Wall Casita e 1706-0077 003 �ROOFTRUSS 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:08 2006 Page 1 6-3-0 7-9-8 14-0-8 6-3-0 1-6-8 6-3-0 - sem. I 5 S _ 4.10 = 4 T2 4AOr 2 8 Ti W2 1 W2 T1 6 1 I Id E Li 3.1 3w 1 ]x4 7W 2x4 11 8 7 3. = 4fi II 4411 6-3-0 7-9-8 14-0-8 1 , 6-3-0 1-6-8 6-3-0 Plate Offsets X Y :11:0-3-0,0-3-11,[4:0-5-0,0-1-13),f6:0-3-5,0-3-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.03 1-8 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.09 1-8 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.03 6 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 48 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-0-5 oc purlins, except BOT CHORD 2 X 4 SPF No.2 2-0-0 oc purlins (5-0-3 max.): 3-4. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. SLIDER Left 2 X 4 SPF No.2 3-1-13, Right 2 X 4 SPF No.2 3-1-13 REACTIONS (Ib/size) 1=730/0-5-8, 6=730/0-5-8 Max Horz 1=40(load case 5) Max Uplift 1 =-202(load case 3), 6= 202(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1307/337, 2-3=-1208/357, 3-4— 1141/385, 4-5=-1208/357, 5-6=-1307/337 BOTCHORD 1-8=-271/1145,7-8=-272/1141,6-7=-241/1146 t WEBS 3-8=0/145.3-7=-179/181, 4.7=•57/203 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 Ib uplift at joint 1 and 202 Ib uplift at joint 6. 6) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 0 S 0 01) NO. C62668 m UJ Exp. 6-30-08 M CIVIL �OF August 17, 2006 i• • 0 0 Job Truss Truss Type Ory PlyJD - Wall Casita w. 1706-0077 A04 ROOF TRUSS 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:10 2006 Page 1 3-3-4 6-3-0 8-3-0 9-9-8 14-0-8 3-3-4 2-11-12 2-0-0 1-6-8 4-3-0 . son.,.a.< 4. = 4 = 56 = e.00r T2 s e 2 4 T3 r T Wr L 2 M w6 , xwl r4 e Hwz a, I cmc �_n r r0 B — 3- 46= 16= 6-3-0 8-3-0 9-9-8 �4c 46 II 14-0-8 6-3-0 2-0-0 1-6-8 4-3-0 Plate Offsets X Y :[1:0-1-1,0-1-121,18:0-3-5,0-3-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.04 10 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.09 1-11 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.10 Horz(TL) 0.03 8 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 52 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-10-5 oc purlins, except BOT CHORD 2 X 4 SPF No.2 2-0-0 oc purlins (4-11-11 max.): 5-6. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 4 SPF No.2 1.7.7, Right 2 X 4 SPF No.2 2-1-2 REACTIONS (Ib/size) 1=730/0-5-8,8=730/0-5-8 Max Horz 1=-40(load case 6) Max Uplift 1=-190(load case 3), 8= 202(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1.2=-1433/385, 2.3=-1371/393, 3-4=-1184/325, 4-5=-1162/324, 5-6=-1383/411, 6-7=-1321/389, 7-8=-1413/373 BOT CHORD 1-11=-334/1264,10-11=-311/1397,0-10=-29411249,8-9=-29211253 WEBS 3-11=-226/148, 4-11— 84/421, 5-11=-411/165, 5-10=-172/39, 6-10_ 56/215, 6-9=0/122 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed foi the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psi top chord dead load and 4.8 psi bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 190 Ib uplift at joint 1 and 202 Ib uplift at joint 8. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard O -,So NO. C62668 m W Exp. 6-30-08 M OF August 17, 2006 I0 7 • r1 U L 0 Job Truss Truss Type Qty Py r r1706-0077 105 ROOFTRUSSence FJDWa"rCasi'a (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:16 2006 Page 1 3-1-13 6-3-0 10.3-0 11.9-8 14-0-8 3-1-13 3-1-3 4-0-0 1-6-8 2-3-0 Scab. 1 M. 44 = 3 °,09112 2W c T2 2 W, T, ° T3 W3 • 3 W6 T° 9 • � BI I� 3.= 9 9 mm= 3. G , 6-3-0 10-3-0 11-9-8 2H II 7 3W = 14-0-8 , 6-3-0 4-0-0 1-6.8 2-3-0 Plate Offsets KYY 16:0-1-12,0-1-81 LOADING (psq SPACING 2-0.0 CSI DEFL in (loc) Well Ud PLATES GRIP TOLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.05 8-9 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.09 8-9 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.25 Horz(TL) 0.02 6 n/a n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) Weight: 56 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-9-4 oc purlins, except BOT CHORD 2 X 6 SPF 165OF 1.5E 2-0-0 oc purlins (4-3-14 max.): 4-5. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REAC71ONS (lb/size) 1=720/0-5-8,6=793/0-5-8 Max Horz 1=39(load case 5) Max Uplift 1=-190(load case 3), 6=-228(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1421/400, 2-3=-1227/339, 3-4=-1238/330, 4-5— 1823/537, 5-6=-1489/424 BOT CHORD 1-9=-348/1249,8-9=-50211887,7-8=-337/1277,6-7=-343/1297 WEBS 2-9=-195/146, 3-9=-56/408, 4-9=-790/304, 4-8_441/160, 5-8=-174/670, 5-7=-40/137 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psi top chord dead load and 4.8 psi bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint 1 and 228 lb uplift at joint 6. 6) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down and 38 lb up at 11-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25F S O Uniform Loads (pit) 88, 4-5=-88. 5-6=-88.1-6=-16 C�� ConcentratedLoads (lb) �4e;� � Z NO. C62668 m LU Exp.6-30-08 M cr-9�OF CA\1F0� August 17, 2006 I• 0 LJ Ll 0 0 Job Truss Truss Type Oty PryJD - Wall Casita I - IT06-0077 B01 ROOF TRUSS 8 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:21 2006 Page 1 6-3-0 12-6-0 6-3-0 6-3-0 46 — J 4.W r1-2 P 4 TI wt T ' S BI 'Jad i 9x4 i 2x4 II 5 4611 6-3-0 12-6-0 3.1 3.1 44 11 1 6-3-0 6-3-0 Plate Offsets X Y :11:0-3-0,0-3-11, 5:0-3-50-3-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ice) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.03 5.6 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.07 5-6 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(TL) 0.02 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 39 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-6-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 3-2-11, Right 2 X 4 SPF No.2 3-2-11 REACTIONS (Ib/size) 1=650/0-5-8;5=650/0-5-8 Max Horz 1=-40(load case 6) Max Uplift 1 =- 1 75(load case 3), 5=-175(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1123f275.2-3=-10321297.3-4=-10321297,4-5=-1123/274 -2=-1123/275,2-3-1032/297,3-4=-1032/297,4-5=-1123/274BOT BOTCHORD 1-6=-2041979,5-6=-204/979 WEBS 3-6=0/247 `• t; NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 it above ground level, using 8.4 psi top chord dead load and 4.8 psi bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 Ib uplift at joint 1 and 175 Ib uplift at joint 5. LOAD CASE(S) Standard O�FE.S O co NO. C62668 m UJ XP. -.30-08 M CIVIC 9� OF CAO1- August 17, 2006 K: • Ll 0 L.J r7 Job Truss Truss Type Ory Py JD -Wall Casita IT06-0077 B01 D ROOF TRUSS 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:25 2006 Page 1 6-3-0 12-6-0 , 6.3-0 6-3-0 <d = Scib • 1:19. 4.06 12 2 < TI WI TI 1 5 BI Li ]aa 4 Asa _ La 11 6 Sa6 II 6-3-0 12-6-0 3.1 3.1 6� II I 6-3-0 6-3-0 Plate Offsets X Y :11:0-3-0,0-3-11,15:0-3-5,0-3-11 LOADING (psf) SPACING 2.0.0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.05 5-6 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.52 Verl(TL) -0.09 5-6 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(TL) 0.02 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 39 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-10-2 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 4-10-10 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 3-2-11, Right 2 X 4 SPF No.2 3-2-11 REACTIONS (Ib/size) 1=650/0-5-8,5=650/0-5-8 - Max Horz 1=-40(load case 16) Max Upliftl=-690(load case 9), 5=-690(load case 12) Max Grav 1 =1 166(foad case 8), 5=1166(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2338/1608.2-3=-1381/43813-4=-1381/437,4-5=-2337/1608 BOT CHORD 1-6=-1454/2104.5-6=-1454/2104 WEBS 3-6=0/247 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers.exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 690 Ib uplift at joint 1 and 690 Ib uplift at joint 5. 5) This truss has been designed for a total drag load of 200 pit. Connect truss to resist drag loads along bottom chord from 0-0.0 to 12.6.0 for 200.0 pit. LOAD CASE(S) Standard OrE SO ! � Z NO. C62668 m UJ Exp. 6-30-08 M CIVIL 9�OF C CAO' August 17, 2006 I• • E ' I V E 6 0 JabTruss Truss Type Ory Py JD - Wall Casita IT06-0077 B02D ROOF TRUSS 1 1 Job Reference (optional)_ A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:28 2006 Page 1 I 6 3-1-13 6-3-0 9-4-3 12-6-0 3.1-13 3-1-3 3-1-3 3-1-13 SOb -.1:19. ! Cmnba j 3 I r/� I ' i►K;r 4 4.ao r IW J 2w �i 2 w a T 2 S BI 40 - 4.4 T 6 4-2-3 8-3-13 12-6-0 4-2-3 4-1-10 4.2-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) 0.07 6-7 >999 240 MT20197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.12 6-7 >999 180 BOLL 0.0 Rep Stress Ina NO WB 0.21 Horz(TL) 0.03 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 47 lb ' LUMBER BRACING TOP CHORD 2 X 4 SPF Not TOP CHORD Sheathed or 2.9.10 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 7.2-11 oc bracing. 4 WEBS 2 X 4 SPF Not REACTIONS (Ib/size) 1=1494/0-5-8,5=1494/0-5-8 Max Horz 1=39(load case 13) Max Uplift 1 =-831 (load case 9), 5=-831 (load case 12) Max Grav 1=1993(load case 8), 5=1993(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3839/1784,2-3=-3161/1186,3-4=-3161/1187,4-5=-3839/1784 BOT CHORD 1-7=-1549/3443,6-7=-696/2296.5-6=-1521/3443 WEBS 2.7=-63/207, 3-7=-297/1011, 3-6=-298/1011, 4-6=-63/207 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psi top chord dead load and 4.8 psi bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II„condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 831 Ib uplift at joint 1 and 831 Ib uplift at joint 5. 5) This truss has been designed for a total drag load of 200 pit. Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-6-0 for 200.0 pit. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-88, 3-5=-88,1-5=-160(F=-144) 0 -,So NO. C62668 m Exp.6-30-08 CIVIL �l?P 9�OF CAL1F0� r August 17, 2006 n L I s • 0 11 11 J 0 Job Truss Truss Type Ory Ply JD - Wall Casita IT06-0077 CO7 D ROOF TRUSS 2 2 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug. 15 14:49:32 2006 Page 1 2-10-14 6-4-0 p 7-p 10-0-2 12-11-0 2-10-14 3-5-2 0-3-0 3-5-2 2-10-14 Sob • '20. 3 4.W [11 3x° 3. c 2 WI ° T, T, W3 W2 W2 W3 ' S 2. II 3�= 2. II 6 7 6 4. 2-10-14 6-4-0 G -7-p 10-0-2 12-11-0 2-10-14 3-5-2 0-3-0 3-5-2 2-10-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Wait Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.03 7-8 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.05 6-7 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.14 Horz(TL) 0.01 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 102 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 cc purlins. BOT CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 - I REACTIONS (Ib/size) 1=1203/0-5-8,5=1203/0-5-8 Max Hari 1=40(load rase 13) Max Uplift I =-828(load case 9), 5=-828(load case 12) Max Grav 1=1718(load case 8), 5=1718(foad case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3716/1827,2-3---3244/1382,3-4=-3244/1383.4-5=-3716/1829 BOT CHORD 1-8=-161513288,7-8=-1134/280616-7-1106/2806.5-6=-1587/3288 WEBS 2-8=-72184,2-7=-199/376, 4-7=-201/376, 4-6=-72183,3-7=-270/1197 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 828 Ib uplift at joint 1 and 828 Ib uplift at joint 5. 7) This truss has been designed for a total drag load of 200 pit. Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-11-0 for 200.0 plf. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1110 Ib down and 277 Ib up at 6-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. OF F. S O LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 N ZC Uniform Loads (plc) Vert: 1-3=-88, 3-5=-88,1-5=-16 y Concentrated Loads (Ib) NO. C62668 0 f11 Vert: 7=-1110(F) w Exp. 6-30-08 ITI C10 - - CF CAO August 17, 2006 0 Ll • 11 0 0 Job Truss Truss Type Qty Pty JD - Wall Casita 1706-0077 r CG01 ROOF TRUSS 6 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:35 2006 Page 1 3-4-15 8-10-0 1 3-4-15 5-5-1 &,.de6U b& /.a. 1n" zmr 3.; TI z wz W, Ll B, ]w c h+ II 6 e@ II 3-4-15 8-10-0 35 = 5 I 3-4-15 5-5-1 Plate Offsets X Y : [1:0-2-12.G.4-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) -0.05 5-6 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.12 5-6 >863 180 BCLL 0.0 Rep Stress Ina NO WB 0.53 Horz(TL) 0.01 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 32 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-7-12 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Leff 2 X 4 SPF No.2 1-8-4 REACTIONS (Ib/.size) 1=334/0-7-12,5=663/Mechanical Max Horz 1=93(load case 4) Max Upliftl=-83(load case 3), 5=-222(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-10761293,2-3=-1073/303,3-4=-79/62,4-5=-368/177 BOT CHORD 1-7=-325/1033, 6.7-325/1033, 5-6=-325/1033 WEBS 3-6=0/193, 3-5=-1057/380 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psi bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 Ib uplift at joint 1 and 222 Ib uplift at joint 5. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.7=-16 Trapezoidal Loads (plf) ZOFF: S O Vert: 1=0(F=44, B=44) -to -4=-194(F=-53, B=-53), 7=0(F=8, B=8) -to -5=-35(F=-10, B=-10) N ( J t �� NO. C62668 m IJJ Exp. 6-30-08 A CIVIC 9 OF CAY- August 17, 2006 n u Ll • I• 11 0 0 Job Truss Truss Type Ory Py Casita IT06-0077 CG02 ROOF TRUSS 1 1 JDWall Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:37 2006 Page 1 4-11-0 7-7-3 8-4-5 I 4-11-0 2-8-3 0-9-2 3 " z. u rz 2. n 2.93r 2 Ti W W2 w3 3H 1 Ws w I 6 WS 61 6 2M II are = 3. = 4-11-0 8-4-5 I 4.11-0 3-5-5 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.01 6-7 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.18 Vert(I-) -0.01 6-7 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.05 Horz(TL) -0.00 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 35Ito LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6.0.0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 7=64/0-7-12, 6=559/0-9-4, 5=254/0-4-4 Max Horz 7=74(load case 4) Max Uplift7=- 1 4(load case 8), 6= 171 (load case 3), 5=-94(load case 4) Max Grav7=64(load case 7), 6=559(load case 1), 5=254(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-23148,2-3=-51/59,3-4=-10/57.1-7-55/23,4-5=-55/39 BOT CHORD 6-7=-61/25,5-6=-19141 WEBS 2-6=-433/218,3-6=-57/17,1-6=-1/34, 3-5=-166/90 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 If above ground level, using 8.4 psi top chord dead load and 4.8 psi bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL --1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other five loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 7, 171 Ib uplift at joint 6 and 94 Ib uplift at joint 5. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (pit) Vert: 1=0(F=44, B=44) -to -3=-170(F=-41, B=-41), 3=-170(F=-41, B= 41) -to -4=-184(F=-48, B=-48), 7=0(F=8, 13=8) -to -5=33(F=-9, B=-9) OFFS 0 �2c `< �e NO. C62668 m 11.1 Exp. 6-30-08 � CIVIL OF CAUFO� August 17, 2006 0 • U 0 0 0 Job Truss Truss Type Ory Ply JD - Wall Casita 1706-0077 CG03 MONO TRUSS 1 1 Job Reference (optional) A.C. Houston, Indio. CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:40 2006 Page 1 3-2-3 3 as u 3-2-3 Sano. la.1 i i 1 z.83FI z T1 ml 61 WI 5x6 = ]w a 3-2-3 3-2-3 Plate Offsets X Y : 1:0-3-40-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 1-4 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.04 Vert(TL) -0.00 1-4 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-2-3 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 1-6-9 REACTIONS (Ib/size) 1=4210-3-8,4=84/0-3-8 Max Horz 1=-41(load case 6) Max Uplift 1 =- 1 2(load case 3), 4— 20(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-14/16,2-3=-3/19,3-4=-71128 BOT CHORD 1-4=0/21 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 If above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 Ib uplift at joint 1 and 20 Ib uplift at joint 4. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=8, B=8) -10-4=-13(F=2, B=2), 1=0(F=44, B=44) -to -3=-70(F=9, B=9) OFFS O C-2� NO. C62668 m UJ Exp. 6-30-08 M kp CIVIC �'4� OF CA1 �FO� August 17, 2006 `J • :7 Job Truss Truss Type Ory Pry JD -Wall Casita 1706-0077 C.1011ROOF TRUSS 13 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:42 2006 Page 1 a 1-11-11 1-11-11 swa. s. z a.ao a T, cur a s axa c a' 1-11-11 1-11-11 Plate Offsets X [1:0-3-0,0-3-11 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) -0.00 1 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 1-4 >999 180 BCLL 0.0 - Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 6lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 1.11.11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directty applied or 10-0-0 oc bracing. SLIDER Leff 2 X 4 SPF No.2 1-5-4 REACTIONS (Ib/size) 1=101/0-3.8, 4=15/Mechanical, 3=86/Mechanical Max Horz 1=56(load case 3) Max Uplift 1 =- 1 7(load case 3), 3= 54(load case 3) Max Grav 1=101(load case 1), 4=35(load case 2), 3=86(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-35/0,2-3=-20/21 BOTCHORD 1-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 it above ground level, using 8.4 psi top chord dead load and 4.8 psi bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL,1.33 2) This truss has been designed for a.10.0 psi bottom chord live load nonconcuffent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 1 and 54 Ib uplift at joint 3. LOAD CASE(S) Standard 0IF: E,S0 c 2 & NO. C62668 m � Exp. 6-30-08 Z X CIVIL 9�OF CAU'FO- August 17, 2006 I0 LIN • 7 9 I9 10 Job Truss Truss Type Ory Ply JD - Wall Casita IT06-0077 CJO1C ROOFTRUSS 1 1 I Job Reference o tional A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:46 2006 Page 1 z 1-1-11 1-1-11 2w II WI F-1 a60� I T. SdW. 1,6.7 �2MB BI 1-1-11 1-1-11 LOADING (psq SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.03 Vert(LL) -0.00 4 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 3lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 1-1-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1040 oc bradng. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 4=50/0-5-8, 2=40/Mechanical, 3=10/Mechanical Max Horz 4=44(load case 5) Max Uplift2=-31(load case 5), 3= 8(load case 5) Max Grav4=50(load case 1), 2=40(load case 1), 3=18(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-45112.1-2=-14/10 BOT CHORD 3.4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 II end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL --1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 Ib uplift at joint 2 and 8 Ib uplift at joint 3. LOAD CASE(S) Standard OF E. S O /`C X20 � ire NO. C62668 m J Exp. 6-30-08 M CIVIL August 17, 2006 0 • 0 0 0 0 0 E i-, Job Truss Truss Type Oty Py JD -Wall Caste1706-0077 CJ02 ROOF TRUSS 11 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:48 2006 Page 1 3-11-11 3-11-11 si Sr .19. I <.wr 2 T. a. 34 11 3-11-11 3-11-11 Plate Offsets MY): : 1:0-2-120-3-9 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.01 1-4 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.03 1-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 4 SPF No.2 2-1-4 REACTIONS (lb/size) 1=200/0-58, 3=168/Mechanical, 4=32/Mechanipl Max Horz 1=93(load case 3) Max Uplift I =-40(load case 3), 3= 98(load case 3) Max Grav1=200(load case 1), 3=168(load case 1), 4=71 (load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=-61/0,2-3=-41/42 BOT CHORD 1-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 it above ground level, using 8.4 psi top chord dead load and 4.8 psi bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 Ib uplift at joint 1 and 98 Ib uplift at joint 3. LOAD CASE(S) Standard OFE. S O NO. C62668 m UJ Exp. 6-30-08 M CIVIL r1�P OF CAL\F- August 17, 2006 F] • • 9 0 0 Job Truss Truss Type Oty PlyJD - Wall Casita IT06-0077 CJ02A ROOF TRUSS 2 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:51 2006 Page 1 3-11-11 9� Sd.-19. 2 HWI 4901 2 2w II T, Bi I( 3611 3W s 1-6-8 1-9-4p 11 3-11-11 1-6-8 0-2-12 2-2-7 Plate Offsets X Y : [1:0-2-12,0-3-91 LOADING (psi) SPACING 2-0-0 CS1 DEFL in (loc) WaitUd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.01 4-5 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.67 Veri( L) 0.02 4-5 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.06 3 Na n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD 2 X 4 SPF No.2 80T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 1-6-3 REACTIONS (lb/size) 3=168/Mechanical, 4=-132/Mechanical, 5=363/0-5-8 Max Horz 5=93(load case 3) Max Uplih3=-98(load case 3), 4=-132(load case 1), 5=-126(load case 3) Max Grav3= 1 68(load case 1), 4=67(load case 3), 5=363(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-68/0,2-3=-42/42 BOT CHORD 1-5=0193,4-5=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 it above ground level, using 8.4 psi top chord dead load and 4.8 psi bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. It porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL --1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 Ib uplift at joint 3,132 Ib uplift at joint 4 and 126 Ib uplift at joint 5. LOAD CASE(S) Standard OFF. S O 0 NO. C62668 m UJ EXP. 6-30-08 M kP CIVIC O 9� OF CAXfi August 17, 2006 IF I L7 • 11 0 0 L 0 Job Truss Truss Type Ory Pry JD - Wall Casita IT06-0077 CJ02C ROOF TRUSS t 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:52 2006 Page 1 3-1-11 3-1-11 Scab • 1:9. r✓ 2w s I 4,00 12 TI M 2w a BI 4x4 = 4 x 3-0-3 3r1-1,1 3-0-3 Plate Offsets X Y : [4:0-0-0,0-1-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.01 4-5 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 4-5 >999 180 8CLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) -0.00 2 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-1-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 5=150/0-58, 2=125/Mechanical, 3=24/Mechanipl Max Horz 5=81 (load case 5) Max Uplift5=-23(load case 3), 2=-68(load case 3) Max Grav 5= 1 50(load case 1), 2=125(load case 1), 3=55(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOPCHORD 1-5=-125137,1-2=-35/32 BOTCHORD 4-5=-68/0,3-4=0/0 WEBS 1-4=0/70 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 Ib uplift at joint 5 and 68 Ib uplift at joint 2. LOAD CASE(S) Standard ! (,=OFFcS ON � 2 O NO. C62668 m LIJ Exp. 6-30-08 ITI * yk kp CIVIL C��e 9�OF CAYO� August 17, 2006 0 • • • 0 0 0 • Ll 0 Job Truss Truss Type —180 ry Ply 1706-0077 - CJ03 ROOF TRUSS 8 1 IJD-WallCasila Job Reference optional) A.C. Houston, Indio, CA - 92201, - I 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:54 2006 Page 1 5-11-11 5-11-11 3 Scab • 1:12.0 • 1 4.00 12 2 TI Ll 81 3W i 1tli II ]a0 i 5-11-11 5-11-11 i Plate Offsets X Y : 1:0-2-12 0-3-9 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.07 1-4 >953 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.13 1-4 >530 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.02 3 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 18 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-11-11 cc purlins. BOT CHORD 2 X 4 SPF No.2 BOT. CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 4 SPF No.2 3-1.14 REACTIONS (lb/size) 1=304/0-5-8, 3=256/Mechanical, 4=48/Mechanical , Max Horz 1=131 (load case 3) Max Uplift 1= 66(load case 3), 3=-145(load case 3) Max Grav1=304(load easel), 3=256(load case 1), 4=107(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=-78/0,2-3=-61/64 BOT CHORD 1-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed buildirig, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 Ib uplift at joint 1 and 145 Ib uplift at joint 3. LOAD CASE(S) Standard ZO�FF--�S ON co�X26% E5 NO. C62668 m JI EXP. 6-30-08 M kP C10 - OF CAUFO� August 17, 2006 0 Ll F -I L I* 0 0 u Job Truss Truss Type Ory PlyJD - Wall Casita I1706-0077I ROOF TRUSS 2 1 Job Reference o tional A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:56 2006 Page 1 i5-11-11 5-11-11 • Slab. 1-12.4 " 4.aor TI b4 II 2 HWI BI 3611 3.> 24 11 1-6-8 1-9 4 5-11-11 ' 1-6-8 0-2-12 4-2-7 Plate Offsets X Y : 1:0-2-120-3-9 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL' 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.07 4-5 >679 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 1.00 Vert(TL) 0.11 4-5 >459 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.10 3 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD - Rigid ceiling directly applied. WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 1-6-3 1 REACTIONS (Ib/size) 3=256/Mechanical, 4=-81 /Mechanical, 5=433/0-5-8 Max Horz 5=131(load case 3) Max Uplift3=-145(load case 3), 4=-81 (load case 1), 5=-139(load case 3) Max Grav3=256(load case 1), 4=64(load case 3), 5=433(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-103/0.2-3=-62/64 BOTCHORD 1-5=-0/131,4-5=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 it above ground level, using 8.4 psi top chard dead load and 4.8 psi bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 Ib uplift at joint 3, 81 Ib uplift at joint 4 and 139 Ib uplift at joint 5. LOAD CASE(S) Standard OFF` S OcoN 0 NO. C62668 m U.1 Exp. 6-30- IT! CIVIL OF CA1 �FO� August 17, 2006 0 • • • 9 n LJ 0 0 u Job Truss Truss Type Ory Pty JD - Wall Casita IT06-0077 CJ03B ROOF TRUSS 1 1 Job Reference o tional A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:49:58 2006 Page 1 6-9-11 6-9-11 z /1 12 C ///66 i anby � <,O6 12 TI Bt 2xa = 6-9-11 7 6-9-11 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) -0.11 1-3 >713 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.20 1-3 >396 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 8.0 Code UBC97/ANSI95 I (Matrix) Weight: 16 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 55-10 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=335/0-58, 2=283/Mechanical, 3=52/Mechanical Max Horz 1=131(load case 3) Max Uplift 1=-78(load case 3), 2=-155(load case 3) Max Grav 1=335(load case 1), 2=283(load case 1), 3=118(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-84!75 BOTCHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 it above ground level, using 8.4 psi top chord dead load and 4.8.psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL --1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 Ib uplift at joint 1 and 155 Ib uplift at joint 2. LOAD CASE(S) Standard O S 0/17 NO, C62668 m LU Exp. 6-30-08 � CIVIL 9� OF CAUkF August 17, 2006 171 • n U 0 n U r, Job Truss Truss Type Qty Ply JD - Wall Casita IT06-0077 CJ03C ROOF TRUSS 1 1 Job Reference (optional) A.C. Houston, Indio, CA - 92201, - 6.300 s Jan 10 2006 MiTek Industries, Inc. Tue Aug 15 14:50:01 2006 Page 1 5-1-11 5-1-11 2 I S"•xQ.4 - 4.03 12 T, 3z1 i • WI a, 2w II 3-6-4 5-0-3 4,b = 4 3 5 1-j1 3-6-4 1-5-15 0-1-8 Plate Offsets X Y : [4:0-2-0,0-2-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.04 4-5 >999 240 MT20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.07 4-5 >857 180 BCLL 0.0 Rep Stress Ina YES WB 0.02 Horz(TL) -0.00 2 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 18 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 5-1-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No -2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF N0.2 REACTIONS (Ib/size) 5=254/0-5-8, 2=213/Mechanical, 3=40/Mechanical Max Horz 5=119(load case 5) Max Uplift5=-48(load case 3), 2=-115(load case 3) Max Grav5=254(load case 1), 2=213(load case 1), 3=91 (load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-213f71,1-2=-60/54 BOT CHORD 4-5=-107/0,3-4=0/0 WEBS 1-4=0/107 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition 11 partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 Ib uplift at joint 5 and 115 Ib uplift at joint 2. LOAD CASE(S) Standard OFF FS ON co 0 NO. C62668 m LU Exp. 6-30-08 M CIVIC OF CA YF August 17, 2006 I* WJAIRJNIIING ! BCSI-61 SUMMARY SHEET - GUII�DE FOR HANDLING, I�NSTALLI�NG AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify Los trusses no est3n marcados de ning6n modo que the frequency or location of temporary bracing. identifique la frecuencia o localizad6n de IDs arriostres Follow the recommendations for handling, (bracing) temporales. Use las recomendaciones de manejo, installing and temporary bracing of trusses. instalad6n y arriostre temporal de IDs trusses. Vea el folleto Refer to BCSI 1-03 Guide to Good Practice for BCS I 1-03 Guia de Buena Priictica Data el Manejp, Instalad6n Handling. Installing & Bracing of Metal Plate y Arriostre de IDs Trusses de Madera Connectados con Connected Wood Trusses for more detailed P)acas de MetalDara pard mayor informad6n. information. Truss Design Drawings may specify locations of LOS dibujos de diseno de IDs trusses pueden especificar permanent bracing on individual compression las localizaciones de IDs arriostres permanentes en los members. Refer to the BCSI-B3 Summarymlembros individuales en compresi6n. Vea la hoja I256m£0 Sheet - Web Member Permanent Bracing/Web BCSI-B3 para los arriostres permanentes y refuerzos de los Reinforcement for more information. All other mlembros secundarios (webs) para mayor informaci6n. EI permanent bracing design is the responsibility resto de arriostres permanentes son la responsabilidad del of the Building Designer. Disefiador del Edifido. �i The consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. EI resultado de un manejo, instalaci6n y arriostre inadecuados, puede ser la caida de la estructura o a6n peor, muertos o heridos. Banding and truss plates have sharp edges. Wear 0 gloves when handling and safety glasses when o�c cutting banding. Empaques y placas de metal tienen bordes afilados. Use guantes ylentes protectores cuando Corte los empaques. HANDLING - MANE)O QAllow no more No permita mas than 3" of deflec- de 3 pulgadas de tion for every 10' pandeo por cada 10 of span. pies de tramo. try .t� tn' 8'max. � Is to' � to s QPick up vertical Levante de la cuerda bundles at the superior los grupos top chord. verticates de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK ,hL $t>o uas$a We.", as sg�e't >2::Y3Rr�R.`r :u QBundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la tierra por Una semana o mas deben ser elevados con bloques a cada 8 o 10 pies. QFor long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Pare almacen-amiento por mayor tiempo, cubra los paquetes para prevenir aumento de humedad Deno permita ventilaci6n. Use special care in Utilice cuidado windy weather or especial en dias near power lines ventosos o cerca de and airports. cables el6ctricos o de aeropuertos. HAND ERECTION — LEVANTAMIENTO A MANO QTrusses 20' or ; = �; ; , _ Trusses 30' or less, support less, support at t , at peak. quarter points. f/ Levante Levante de del pico los los cuartos trusses de 20 de tramo los pies o menos. trusses de 30 E Trusses up to 20' -1p. I pies o menos.E Trusses up to 30' Trusses hasta 20 pies Trusses hasta 30 les HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporary bracing is installed and truss is fastened to the bearing points. Sostenga sada truss en posici6n con la grGa hasta que el arriostre temporal este instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. ' No levante del pico los trusses de mas de 30 pies. Greater than 30' M6s de 30 Dies HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS Toe -ins Spreader bar for truss: � Ta line ivv 9 " O O QCheck banding Revise los empaques prior to moving antes de mover los bundles. paquetes de trusses. Avoid lateral bending. — Evite la fiexi6n lateral. DO not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. Do not store on No almacene en uneven ground. tierra desigual. Tagline _ Spreader bar 1/2 to 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60 PIES 60'orless Approx. 1/2 truss length TRUSSES UP TO 30' TRUSSES HASTA 30 PIES T` oe-in Locate Spreader bar Attach 1 above or stiffback In X. max. mid -height 10' o.c. max. I 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies Spreader bar 2/3 to I\ 45' to 60 6' o.c. max. 3/4 truss length �II Tagline 60' to 80'* 4' o.c. max. 60 a 80pies* 4 pies maximo TRUSSES UP TO AND OVER 60' Out -of -Plumb. TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE ©Reto BCSI-B2 SummaSheet - Truss Installa- v [ion fer aSummary Tem000ry Bracino for more information. Vea el res6men BCSI-B2 - Instalaci6n de Trusses y Arriostre Temooral para mayor informacl6n. 4 i Do not walk on unbraced trusses. No camine en trusses sueltos. QLocate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en linea con cada Una de las filas de arriostres laterales temporales de la cuerda superior. Brace first truss well �— before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO QThis bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Lon itud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies mdximo 45' to 60 6' o.c. max. 45 a 60 pies 6 pies m3ximo 60' to 80'* 4' o.c. max. 60 a 80pies* 4 pies maximo *Consult a Professional Engineer for trusses longer than 60'. *Consulte a un ingeniero para trusses de mas de 60 pies. 21 See BCSI-82 for TCTLB options. I Vea el BCSI-B2 para las opciones de TCTLB. C )SCSI-B6 Sheet - d Frame Repeat diagonal braces. s6men IJ-ArriostreRepita los arriostres terminal diagonales. cho a dos agoras' I�f Set first five trusses with spacer pieces, then add diagonals. Repeat IJ process on groups of four trusses until all trusses are set. Instate los cinco primeros trusses con espaciadores, luego los arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses erten instalados. 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. . Diagonal braces every 10 truss spaces (20' max.) 10'-15' max. Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web Diagonal braces min. every 10 truss spaces (20' max.) 10'-15' max. same spacing as bottom chord Some chord and web members not shown for clarity. lateral bracing DIAGONAL BRACING IS VERY IMPORTANT 46 iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE1 BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 r ©Refer to BCSI-B7 Maximum lateral brace spacing Summary Sheet 10' o.c. for 3x2 chords - Tempos and 15' o.c. for 4x2 chords Diagonal braces Permanent Bracing �0' of 15 every 15 truss for Parallel Chord spaces (30' max.) Trusses for more information. Vea el res6men BCSI-B7 - Arriostre temporal y Permanente de The end diagonal trusses de cuerdas brace for cantilevered p; para mayor trusses must be placed lateral braces informaci6n. on vertical webs in line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION Gypsum Board 12" Tolerances for Out -of -Plane. — Tolerancias para Fuels -de -Plano. 16" Asphalt Shingles Q Max. Bow Mox. Bow Length —► Max. Bow Truss Length f -- ... -"--'- I-- Length ► Bow 3/4° 12.5' Max. Length —> 7/8° 14.6' QTolerances for D/50 D (ft.) 1° 16.7' Out -of -Plumb. 1-1/8° 18.8' Tolerancias para I 1/2" 2' 1-1/4° 20.8' Fuera-de-Plomada. n1-3/8° 3/4" 3' 229' o Plumb bob 1„ 4' D/SOmau I - 1-1/2" 6' 1-3/4" 7' 2" a 8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION ® Do not proceed with construction until all bracing is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda con la construcci6n hasta que todos los arriostres esten colocados en forma apropiada y Segura. Do not exceed maximum stack heights. Refer to BCSI-B4 Summary Sheet -Construction Loading for more information. No exceda las maximas alturas recomendadas. Vea el res6men BCSI-B4 Carga de Construcci6n para mayor informad6n. Materiel Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Black 8" Clay Tile 3.4 tiles high AWL 221' lllilr l'l// GDo not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuales. QPlace loads over as many trusses as possible. Coloque las cargas sobre tantos trusses Como sea posible. , PJ QPosition loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES © Refer to BCSI-85 Summary Sheet - Truss Damage. ]obsite Modifications and Installation Errors. Vea el res6men BCSI-BS Danos de trusses Modificacione<_ en la Obra y Errores de Instalacl6n. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No Corte, altere o perfore ning6n miembro estructural de los trusses, a menos que este especificamente permitido en el dibujo del diseno del truss. Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construccl6n o han sido alterados sin Una autorizac16n previa del Fabricante de Trusses, pueden reducir o ellminar la garanda del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (if applicable) are ca- pable to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding construction practices from a competent party. The methods and procedures outlined are Intended to ensure that the overall construction techniques employed will put floor and roof trusses Into place SAFELY. These recommendations for handling, Installing and bracing wood trusses are based upon the collective experience of leading technical personnel In the wood truss Industry, but must, due to the nature of responsibilities Involved, be Presented only as a GUIDE for use by a qualified Building Designer or Erection/Installation Contractor. it is not Intended that these recommendations be Interpreted as superior to any design specification (provided by either an Architect, Engineer, the Building Designer, the Erection/Installation Contractor or othmvise) for handling, Installing and bracing wood trusses and it does not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by the truss Erectlon/Installatlon Contractor. Thus, the Wood Truss Council of Amedca and the Truss Mate Institute expressty disclaim any responsibility for damages aarrisi�ng from the use, application, or rellan:e on the recommendations and Information contained herein. V1.f1 WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane ° Madison, WI 53719 218 N. Lee St., Ste. 312 ° Alexandira, VA 22314 w 608/274-4849 • ww.wocxbnw.com www 703/683-1010 ° .tpinst.org BIWARN11x17 20050501 i�,DVE RTE N CLIA! HOJA RESUMEN DE LA GUTA DE BUENA PRAGTrIGA PARA FL MANEJO, INSTALACION Y ARRIOS�I"�t UE LU5 TRUSSES DE MADERA CONEC�-TAROS CON PLAGA5 DE META TRUSS INSTALLATION AND TEMPORARY BRACING Set Next Four Trusses with TCTLB in Line with Ground Bracing 4 ■ Coloque los Siguientes Cuatro Trusses con los ALTCS en Linea con los Arriostres de Tierra Q Attach trusses securely at all bearings, shimming bearings as necessary. Example of first five trusses. Conecte los trusses en forma segura a todos los soportes, rellenando s6lidamente los soportes si fuera necesario. Ejemplo de los cinco primeros trusses. See options below See options below See options below EXTERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND BRACING TO WALL ARRIOSTRE DE TIERRA EXTERIOR I ARRIOSTRE DE TIERRA INTERIOR I ARRIOSTRE DE TIERRA INTERIOR A LA PARED Q The three options for installing TCTLB spacer pieces. Las tres opciones para instalar piezas de espaciamiento para ALTCS. Option 1 Top Nailed Spacer Pieces Opci6n 1 Piezas de espaciamiento clavadas arriba 27"+ 1. ►I 22Ya" 2 nails at every connection 2 clavos en cada conecci6n 11/2" minimum end distance 1 �/z pulgadas distancia de extremo minima Option 2 End -Grain Nailed Spacer Pieces Opci6n 2 Piezas de espaciamientos conectadas al extremeo Use 2-16d deformed shank nails minimum 22,/z„ at each spacer to tru connection. • • Option 3 Proprietary Metal Bracing Products Opci6n r • • Productos de refuerzo de metal patentado See manufacturer's 22�/z" specifications. vea las especificaciones del fabricante. No use piezas de espaciamiento con rajaduras. © IMPORTANT SAFETY WARNING! Never release the truss from the hoisting supports until all top chord temporary lateral braces are installed and bearing attachments are made. ADVERTENCIA IMPORTANTE DE SEGURIDAD Nunca suelte el truss de los soportes de la gr6a hasta que todos los arriostres laterales de la cuerda superior estdn instAlados y el truss este conectado a los soportes. • • • • • • SUSS INSTAL111UP -N AND TEMPORARY BRACING, BRACING MATERIAL AND CONNECTIONS MATERIALES DE ARRIOSTRE Y CONECCIONES Q Bracing material must be at least 2x4 stress -graded lumber unless specified otherwise by the Building Designer. Material de arriostre Bebe ser por to menos 2x4 madera graduada por esfuerzo a menos que el disenador indique diferente. Q All bracing and spacing members must be connected with at least the nails shown at right, except for the spacers shown in Step 4, Option 2, which require 16d deformed -shank, ring, barb or screw nails. 10d (0.1280") Todos los arriostres y miembros espaciadores deben ser 12d (0.1280.25") conectados por to menos con los clavos mostrados a la 16d (0.1350.5") derecha, con excepci6n de los espaciadores mostrados en el Paso 4, Opci6n 2, que requieren clavos largos 16d (shank nails), anillos, peas, o tornillos. Q Drive nails flush or use double -headed nails for easiest brace removal. Penetre los clavos al raso o use clavos de dos cabezas para quitar los arriostres mas facilmente. 5 install Top Chord Diagonal Bracing ■ Instate Arriostre Diagonal en la Cuerda Superior Q Attach diagonal bracing to the first five trusses. Example of diagonal bracing on first five trusses. Coloque arriostre diagonal en los cinco primeros trusses. Ejemplo de arriostre diagonal en los cinco primeros trusses. EXTERIOR GROUND NG INTERIOR GROUND BRACING INTERIOR GROUND BRACING TO WALL ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR ARRIOSTRE DE TIERRA INTERIOR A LA PARED Q Or start applying permanent roof sheathing. Example of permanent roof sheathing installed on first five trusses. O empiece el entablado permanente. Ejemplo de entablado permanente instalado en los cinco primeros trusses. III 4 BGSI-62 SUMMARY SHEET BGSI-62 SUMMARY SHEET 5 ss Do not use split Use tomo minimo 2 spacer pieces. claves largos (16d shank nails) en cada conecci6n No use piezas de de los espaciadores con espaciamiento con el truss. rajaduras. • • Option 3 Proprietary Metal Bracing Products Opci6n r • • Productos de refuerzo de metal patentado See manufacturer's 22�/z" specifications. vea las especificaciones del fabricante. No use piezas de espaciamiento con rajaduras. © IMPORTANT SAFETY WARNING! Never release the truss from the hoisting supports until all top chord temporary lateral braces are installed and bearing attachments are made. ADVERTENCIA IMPORTANTE DE SEGURIDAD Nunca suelte el truss de los soportes de la gr6a hasta que todos los arriostres laterales de la cuerda superior estdn instAlados y el truss este conectado a los soportes. • • • • • • SUSS INSTAL111UP -N AND TEMPORARY BRACING, BRACING MATERIAL AND CONNECTIONS MATERIALES DE ARRIOSTRE Y CONECCIONES Q Bracing material must be at least 2x4 stress -graded lumber unless specified otherwise by the Building Designer. Material de arriostre Bebe ser por to menos 2x4 madera graduada por esfuerzo a menos que el disenador indique diferente. Q All bracing and spacing members must be connected with at least the nails shown at right, except for the spacers shown in Step 4, Option 2, which require 16d deformed -shank, ring, barb or screw nails. 10d (0.1280") Todos los arriostres y miembros espaciadores deben ser 12d (0.1280.25") conectados por to menos con los clavos mostrados a la 16d (0.1350.5") derecha, con excepci6n de los espaciadores mostrados en el Paso 4, Opci6n 2, que requieren clavos largos 16d (shank nails), anillos, peas, o tornillos. Q Drive nails flush or use double -headed nails for easiest brace removal. Penetre los clavos al raso o use clavos de dos cabezas para quitar los arriostres mas facilmente. 5 install Top Chord Diagonal Bracing ■ Instate Arriostre Diagonal en la Cuerda Superior Q Attach diagonal bracing to the first five trusses. Example of diagonal bracing on first five trusses. Coloque arriostre diagonal en los cinco primeros trusses. Ejemplo de arriostre diagonal en los cinco primeros trusses. EXTERIOR GROUND NG INTERIOR GROUND BRACING INTERIOR GROUND BRACING TO WALL ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR ARRIOSTRE DE TIERRA INTERIOR A LA PARED Q Or start applying permanent roof sheathing. Example of permanent roof sheathing installed on first five trusses. O empiece el entablado permanente. Ejemplo de entablado permanente instalado en los cinco primeros trusses. III 4 BGSI-62 SUMMARY SHEET BGSI-62 SUMMARY SHEET 5 Install Web Member Diagonal Bracing 6 ■ Instate el Arriostre Diagonal de Miembros Secundarios Q Temporary web member diagonal bracing acts with the top web members chord and bottom chord temporary lateral bracing to form triangulation perpendicular to the plane of the truss and prevents trusses from leaning or dominoing. EI arriostre diagonal temporal de los miembros secundarios trabajan con los arriostres temporales de la cuerda supe- rior y de la cuerda inferior para formar una triangulation Diagonal braces perpendicular al plano del truss y evita que los trusses se every 10 truss inclinen o caigan tomo dominos. 10'-15' max. spaces (20' max.) QInstall at about 45° on web members verticals whenever Same spacing � as bottom chord Some chord and web members possible); locate at or near bottom chord lateral bracing lateral bracing not shown for clarity. locations. Repeat at the interval shown. Instale a aproximadamente 450 en los miembros secundarios (verticales cuando sea posible); coloque abajo o cerca de las localizaciones de los arriostres laterales de la cuerda inferior. Repita a los intervalos mostrados. Q Permanent lateral web bracing requirements are specified separately on the Truss Design Drawing. Refer to BCSI-B3 Summary Sheet — Web Member Permanent Bracing/Web Reinforcement for more information. Requerimientos de arriostre permanente lateral de los miembros secundarios son especificados por separado en el dibujo del diseno del truss. Uea el Res6men BCSI-83 — Refuerzos y Arriostres de los Miembros Secundarios para mayor information. Q Mono pitch trusses, deep flat trusses and similar high -end -type trusses require temporary lateral and diagonal bracing at the end. Trusses de una sola pendiente, trusses planos profundos y trusses similares con un extremo profundo requieren arriostre temporal, lateral y diagonal en los soportes a el final. 7 Install Bottom Chord Bracing ■ Instale el Arriostre de la Cuerda Inferior Q Lateral and diagonal bottom chord bracing stabilizes the bottom chord plane. Arriostre lateral y diagonal en la cuerda inferior estabilizan el plano de la cuerda inferior. Q Install temporary lateral bracing at 15' on -center maximum. TCTLS Spacing Remove, if desired, after the permanent ceiling diaphragm is Lateral braces in place. 2x4x12' length lapped over Instale los arriostres laterales temporales cada 15 pies como two trusses. maximo. Quitelos, si asi to desea, despues que el diafragma 8' o.c. max. permanente del cielo raso este colocado. 8 pies maximo Q Install permanent lateral bracing at 10' on -center maximum. 6' o.c. max. Specified spacing may be less; check with the Truss Design 6 pies maximo Drawing and/or the Building Designer. 4' o.c. max. Instale los arriostres laterales permanentes cada 10 pies 4 pies maximo como maximo. El espaciamiento especificado puede ser menor; vea el dibujo del diseno truss o verifique con el 10'-15' max. disenador del edificio. Q Install diagonal bracing at intervals of maximum 20'. Instale arriostres digonales a intervalos de 20 pies maxmo. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 6 IMPORTANT SAFETY WARNING! 6 Do not remove ground bracing until all top chord, bottom chord and web bracing is installed on at least the first five trusses. Calculate Ground Brace Locations 2 ■ ' Calcule Localization de los Arriostres de Tierra Q Use truss span to determine • • bracing interval of Top Chord Temporary Lateral Braces • • from table. Use la longitud de tramo para determinar el espaciamiento del arriostre lateral temporal de la cuerda superior en la tabla adjunta. TCTLB Under 9' 0— F edd a breve • • e.4• e+.e• e• -,u• 4- 33•o• span 1 Q Locate additional TCTLBs at each change of pitch. Localice ALTCS adicionales en cada cambio de inclination. 0.0 • • • • TCTLB 10" or greater Truss attachment required at support(s) Truss Span TCTLS Spacing Lon itud de Tramo Es aciamiento del ALTOS Up to 30' 10' o.c. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45pies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80 ies* 4 pies maximo *Consult a Professional Engineer for trusses longer than 60'. *Consulte a un ingeniero para trusses de mas de 60 pies. Q Locate additional TCTLBs over bearings if the heel height is 10" or greater. Localice ALTCS adicionales sobre los soportes si la altura del extremo (heel height) es de 10 pulgadas o mas. Q Locate a vertical ground brace at each TCTLB location. Localice un arriostre de tierra verti- cal en cada ALTCS. Set First Truss and Fasten Securely to Ground Braces 3 ■ Coloque el Primer Truss y Conectelo en Forma Segura a los Arriostres de Tierra Q Set first truss or gable end frame and fasten securely to ground brace verticals and to the wall, or as directed by the Building Designer. Example of first truss installed. Coloque el primer truss y conectelo en forma segura a los arriostres de tierra verticales y a la pared, o como indique el disenador del edihdo. Ejemplo del primer truss instalado. TCTI R TCTLB TCTLB locations EXTERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND BRACING TO WALL ARRIOSTRE DE TIERRA EXTERIOR I ARRIOSTRE DE TIERRA INTERIOR I ARRIOSTRE DE TIERRA INTERIOR A LA PARED 6 IMPORTANT SAFETY WARNING! 6 First truss must be attached securely to all ground braces prior to removing the hoisting supports. 0 ADVERTENCIA IMPORTANTE DE SEGURIDAD & & ADVERTENCIA IMPORTANTE DE SEGURIDAD No quite el arriostre de tierra hasta que todos los arriostres de la cuerda superior, de /a cuerda E/ primer truss debe ser sujeto en forma sequra a todos los arriostres de Cierra inferior y de los miembros secundarios este instalada por 16 menos en los cinco primeros trusses. • • antes de quitar los soportes de la grua. [TRUSS INSTALLATIONIMNDITEMR-W RY1113RACIN-6 CHECK THESE ITEMS BEFORE STARTING ERECTION/ INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA INSTALACION Y CORRIJA Q Building dimensions match the construction plans. Dimensiones del edificio concuerdan con planos de construction. Q Trusses are the correct dimension. Dimension de los trusses es correcta. X Q Supporting headers, beams, walls and lintels are accurately and securely installed. Travesanos (headers), vigas y linteles estan precisa y seguramente instalados. Q Q Hangers, tie -downs, and bracing materials are on site and accessible. Colgadores (hangers), soportes de anclaje (tie -downs) y materiales de arriostre estan accesibles en la obra. Q Erection/installation crew is aware of installation plan and bracing requirements. La cuadrilla de instalacion debe tener conocimiento del plan de instalacion y requerimientos de arriostre. Q Multi -ply trusses, including girders, are fastened together prior to lifting into place. Trusses de varias tapas, incluyendo trusses soportantes estan conectados juntos antes de levantarlos en el lugar que les corresponde. Q Any truss damage is reported to Truss Manufacturer. Refer to BCSI-B5 Summary Sheet – Truss Damage, JBbsite Modifications and Insil.allaLiv I Ei i yI yr Cualquier dano a los trusses ha sido reportado al fabri- rontc do truFgeg. Ilea el resOnian 005I.95– Dar}o a los Trusses, Modificaciones en la Obra y Errores de Insta- ldLlun. Q Load bearing walls are plumb and properly braced. Paredes soportantes estan a plomada y correctamente arriostradas. STEPS TO SETTING TRUSSES PASOS PARA EL MONTAIE DE TRUSSES Tops of bearing walls are flat, level and at the correct elevation. La parte superior de las paredes de sostener son planas, nivelada y a la elevation correcta. Jobsite is backfilled, clean and neat. Terreno en la obra este relleno, limpio y piano. Q Ground bracing plan for first truss is based on site and building configuration. Planos de arriostre de tierra para el primer truss estan basados en el terreno y forma del edificio. Extern I4 g!"NIRA ICVel IJ 1.88 till' tr61n trum for talc) uil yl uw Id tildi.il ly, use interior grourid bracing. Si la altura de los trusses al piso exterior es mucha, arriostre al piso interior. Establish Ground Bracing Procedure: Exterior or Interior 1 ■ Establezca el Procedimiento de Arriostre de Tierra: Exterior o Interior TCTLB �J TCTLB Bracing to wall or end jack for hip set First mals lar gable and fmme) of braced Ground brace / ` group of t....diagonal \ f— First truss \ Gmund braca 1 '\ —fic.l G — E. a — Ea I f- Wall bracing Ground Isoa°Ln0 orou"O Driven gmuntl brace lateral yon 6Iak0 �� mr ml I NOt0:5acond llaar B. a0°' Fou y east have adequate Backup ground I wpport Braund Stake �► E m or.c. Nodmntal tie member With multiple stakes EXTERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND BRACING TO WALL ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR ARRIOSTRE DE TIERRA INTERIOR A LA PARED =TRUSS- Repeat Steps Four Through Seven on Groups of Four Trusses Using Option A or B .8 ■ ' Repita los Pasos 4 al 7 en Grupos de Cuatro Trusses Usando la Opcidn A o la Opci6n B • • Option A: Install long lateral braces on each group of four trusses that have been set with spacer pieces. Install diagonal braces every 20' maximum. Opcidn A: Instale arriostres laterales largos en cada grupo de cuatro trusses que han sido colocados con espaciadores. Instale arriostre diagonal cada 20 pies maximo. is 0 0 0 • • 0 0 bracesTCTLB Lateral lappedspacing 2x4x12' length over two trusses. Ilk.every Diagonal braces 10 spaces truss ENSURE THAT ALL TRUSSES ARE PROPERLY DIAGONALLY BRACED AT THE END OF EACH DAY'S WORK Sheath early... sheath often. Do not wait until all trusses are set to apply sheathing. ASEGURESE QUE TODOS LOS TRUSSES ESTEN P&OPTAMEA4TE ARRIJOSTRADOS DIAGONALMENTE AL TERMINO DE CADA DIA DE TRABAJO Entable temprano... entable coli fiecuemia. Nu esNere hasta que todos los trusses esten instalados para aplicar el entablado. Option B: Install diagonal bracing on each group of four trusses that have been set with spacer pieces. Opcion B: Instale arriostre diagonal en cada grupo de cuatro trusses que han sido colocados con espaciadores. al 6 WARNING! Remove only as much bracing as is necessary to nail down the next sheet. DO NOT EXCEED TRUSS DESIGN LOAD WITH CONSTRUCTION LOADS. (SEE BCSI-B4) 6 ADVERTENCIA! Quite solo tantos arriostres tomo sea necesario para clavar /a siguiente hoja de entablado. NO EXCEDA LA CARGA DE DISENO CON CARGA DE CONSTRUCCION. (VEA BCSI-B4) ALTERNATE INSTALLATION METHOD: BUILD IT ON THE GROUND AND LIFT IT INTO PLACE METODO ALTERNO DE INSTALACION: ARMELO EN LA TIERRA Y LEVANTELO EN POSICION Q Position trusses on the ground. Ensamble los trusses en la tierra. Q Install web and bottom chord bracing as required by the building desig Instale los arriostres de los miembros secundarios y de la cuerda inferi indique el disenador del edificio. Q Install permanent sheathing for stability. Instale el entablado permanente para estabilidad. Q Pick up the assembly and set it in place. Levante el ensamblaje y coloquelo en position. Q Be sure to get the proper professional engineering guidance to lift the entire system into place safely and efficiently. Asegbrese de obtener la propia guia profesional de ingeniena para levantar el sistema completo a su lugar en forma segura y eficiente. 2 MBC—SI—B$UMMARY SHEET f BCSI-62 SUMMARY SHEET 7 TRUSS INSTALLATION AND TEMPORARY BRACING This document applies to all sloped and flat chord trusses manufactured from 2x lumber such as: Este documento aplica a todos los trusses inclinados y pianos construidos de madera 2x tales como: Gambrel Truss Scissor Truss Mono Truss MY � W" 910912910ki For flat trusses manufactured with 3x2 or 4x2 lumber, see Section B7 of the BCSI 1-03 Booklet or the BCSI-B7 Summary Sheet — Temporary and Permanent Bracing for Parallel Chord Trusses. Para trusses pianos fabricados con madera 3x2 o 4x2, vea la Secci6n B7 del folleto BCSI 1-03 o el Resamen BCSI-B7 — Arriostre Temporal y Permanente para Trusses de Cuerdas Paralelas. See Section B2 of the SCSI 1-03 Booklet for special conditions such as: Vea la Secci6n B2 del folleto BCSI 1-03 para condiciones especiales tales como: P030 RIS 150"1 iml—A—ma. Valley Sets .. ►lr.�1►�►►rte UI=► r Field -Spliced Trusses • • • For trusses spaced more than 2'-0" on center, see Section B10 of the BCSI 1-03 Booklet or the BCSI-B10 Summary Sheet — Post Frame Truss Installation and Bracing. i Para trusses espaciadas a mas de 2 pies, vea la Secci6n B10 del folleto BCSI 1-03 o el Res6men BCSI-B10 — Instalaci6n y Arriostre de Trusses Post -Frame. This document replaces WTCA's TTBWTCAB2 - Always Diagonally Brace for Safety This document summarizes Part 2 of an 11 -part informational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004, 2005 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. WOOD TRUSS COUNCIL OF AMERICA 6300 Enterprise Lane Madison, WI 53719 608/274-4849 • www.woodtruss.com I CSI -62 SUMMA RUS HEET TRUSS PLATE INSTITUTE 218 North Lee Street, Ste. 312 Alexandria, VA 22314 703/683-1010 • www.tpinst.org • • Truss Instrallation nd Te porary Bracing Instalacion de Trusses y Arriostre Temporal FOR TRUSSES UP TO 2'-0" ON -CENTER AND 80'-0" IN LENGTH PARA TRUSSES ESPACIADES HASTA CADA 2 PIES Y HASTA 80 PIES DE LONGITUD Q Disregarding handling, installing and bracing safety recommenda- tions is the major cause of truss erection/installation accidents. El no seguir las recomei es la causa principal de trusses. Lateral bracing is not adequate without diagonal bracing. El arriostre lateral no es adecuado sin arriostre diagonal. Always diagonally brace for safety! Sfempre arriostre diagonalmente por seguridad! • • MAXIMUM TOP CHORD TEMPORARY LATERAL BRACING SPACING (TCTLB) MAXIMO ESPACIAMIENTO DEL ARRIOSTRE LATERAL TEMPORAL DE LA CUERDA SUPERIOR (ALTCS) Diagonal bracing shown in red en rojo 11 P14wNrila, hh, W-I'l 9 y The graphic above shows the maximum on -center spacing (see * above) of TCTLB based on truss span from the table in Step 2 on page 3. • Ground bracing not shown for clarity. 0 0 • Apply diagonal bracing or sheathing immediately. For • spans over 60' the preferred method is sheathing immediately. El dibujo arriba muestra el maximo espaciamiento del (vea * above) ALTCS basado en la tabla del segundo paso en la pagina 3. • Arriostre de tierra no se muestra para claridad. • Aplique arriostre diagonal o entablado (sheathing) inmediatamente. Para tramos mayores de 60 pies el metodo preferido es entablar inmediatamente. Q Spans over 60' may require complex temporary bracing. Consult a Professional Engineer. • • Tramos mayores de 60 pies pueden necesitar arriostre temporal complejo. Consulte a un Ingeniero. BCSI,�B2 UMMARY HEENT 82Temp 20050501 WEB MEMBER PERMANENT BRACING/WEB REINFORCEMENT Continuous Lateral Bracing (CLB) and Diagonal Bracing (continued) 10 Arriostre Continuo Lateral (ACL) y Arriostre Diagonal (continuaci6n) Permanent continuous lateral bracing Arriostre continuo lateral permanente Some chord and web members not shown for clarity. Algunas cuerdas y miembros secundarius no se muestran por claridad. Diagonal bracing options Opciones de arriostre diagonal Repeat diagonal bracing every 20' or as specified. Closer spacing may be required by the Building Designer. Repita el arriostre diagonal cada 20 pies o como digan las especificaciones. Espaciamiento menor puede ser exigido por el disenador del edificio. © Always Diagonally Brace the Permanent Continuous Lateral Bracing! Siempre Arriostre Diagonalmente los Arriostre Continuo Lateral Permanentes! © CLBs must always be diagonally braced for rigidity. Los ACLS Siempre deben ser arriostrados diagonalmente por rigidez. O CLBs alone DO NOT prevent adjacent braced webs from buckling in the same direction at the same time. Los ACLS solos NO evitan que los miembros secundarius arriostrados se pandeen en la misma direccion al mismo tiempo. © It is the Building Designer's responsibility to indicate how to adequately stabilize the lateral bracing using diagonal bracing or some other means. Es la responsabilidad del Disenador del edificio indicar como estabilizar en forma adecuada los arriostres laterales usando arriostres diagonales o de otra manera. Some Truss Manufacturers will mark web member permanent bracing locations on the truss itself. One example is the truss tag shown here. Algunos fabricantes de trusses marcan la localizacion de los arriostres permanentes de los miembros secundarios en el mismo truss. Un ejemplo es la etiqueta de truss mostrada aqui. CLBs can only be applied if there are at least three similarly configured trusses in a row with trusses spaced at 6' on -center or less. ACLS pueden ser aplicados si hay por to menos tres trusses con miembros secundarios similares uno a cada lado del otro a cada 6 pies o menos. Reinforcement options are used when adjacent trusses do not"have similar web patterns. Opciones de refuerzos se usan cuando los trusses adyacentes no tienen miembros secundarios similares. PERMANENT LATERAL i BRACING REQUIRED LU a jam, iUJ MIL T, OR =all E q I J a REFER TO TRUSS DESIGN DRAWING FOR SPECIFIC INFORMATION .o REFER TO TRUSS DESIGN DRAWING FOR NUMBER 8 LOCATION OF BRACES ,. 0 40 • • • • 1,i WEB MEMBER PERMANENT BRACING/WEB REINFORCEMENT • T -Reinforcement 20 • Refuerzos-T Q T -reinforcement, often called T -bracing, typically provides the greatest increase in buckling strength for a given size of reinforcing material. Refuerzos T, frecuentemente llamados "t -bracing" tipicamente proveen el mayor aumento en fuerza de pandeo, dado un cierto tamano de material de refuerzo. Q The size, length and grade of the reinforcement lumber and the fastener schedule is indicated on the Truss Design Drawing. El tamano, longitud y grado de la madera de refuerzo son como las conecciones necesarias se indican en el dibujo del diseno del truss. L -Reinforcement 30 Refuerzos-L Q L -reinforcement is similar to T -reinforcement but creates a flat surface on one face of the truss for the application of sheathing material. Los refuerzos-L son similares a los refuerzos-T pero crean una superficie plana en una de las caras del truss para aplicaci6n de material de revestimiento (sheathing). I Scab Reinforcement 4E Refuerzo de Scabs [JJ Scab reinforcement is installed on one face of the web. It can be more structurally efficient for multiple -ply webs and provides easier nailing due to the wider lap area on the web. Refuerzo de scabs es instalado en una cara del • • miembro secundario. Puede ser mas eficiente estructuralmente para miembros secundarios de varias capas y provee una mayor superficie de clavado. • • Some Truss Manufacturers mark permanent web member reinforcement locations on the truss itself. One example is the truss tag shown here. Algunos fabricantes de trusses marcan la localizacion de los refuerzos permanentes de los miembros secundarios en el mismo truss. Un ejemplo es la etiqueta de truss mostrada aqui. WEB REINFORCEMENT REQUIRED j t� jam, I W ! Ep MIL T, OR UJ L SCAB REINFORCEMENT q I J a REFER TO TRUSS DESIGN DRAWING FOR SPECIFIC INFORMATION .o I 2 BGSI-63 SUMMARY SHEET BGSI-B3 SUMMARY SHEET 3 WEB MEMBER PERMANENT BRACING/WEB REINFORCEMmo,ENT 5 Proprietary Metal Reinforcement Products n Productos de Refuerzo de Metal Patentado Q Metal reinforcement products are installed on the edge of the web at the truss manufacturing plant. They do not require any further attention at the jobsite. Productos de refuerzo de metal son instalados en el filo de los miembros secundarios en la planta del fabricante de trusses. No requieren atencion adicional en la obra. Stacked Web Reinforcement 6 ■ Refuerzo de Miembro Secundario Apilado .7 Stacked web reinforcement is installed on the edge of the web at the truss manufacturing plant. They do not require any further attention at the jobsite. Refuerzos de miembro Secundario apilados son instalados en el filo de los miembros secundarios en la planta del fabricante de trusses. No requieren atencion adicional en la obra. E - .,r....-., �.y.. 4 Truss member 14 Stacked web reinforcement plated to truss member 4 Truss member NOTE: With careful design consideration and contracting, many trusses can be designed to perform without field applied permanent web bracing or reinforcement; however, permanent bracing for wind, seismic and/or other lateral loads perpendicular to the plane of the trusses is required in every building. NOTA: Con una cuidadosa consideracion en el diseno y contrato, muchos trusses pueden ser disenados para funcionar sin, arriostre permanente o refuerzo aplicado en la obra a los miembros secundarios, sin embargo, arriostre permanente para viento, sismo u otra carga lateral perpendicular al plano de los trusses se necesita en cada edifico. This document replaces WTCA's:' o TTB Web Member Permanent Bracing o TTB Web Reinforcement TTBPerm TTBReinforce This document summarizes Part 3 of an 11 -part informational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. wTrR, WOOD TRUSS COUNCIL OF AMERICA One WTCA Center 6300 Enterprise Lane • Madison, WI 53719 608/274-4849 • www.woodtruss.com ME i BGSIy63 SUMMARY SHEETI TRUSS PLATE INSTITUTE 583 D'Onofrio Drive Madison, WI 53719 608/833-5900 • www.tpinst.org a. Web Member Permanent Bracing/Web Reinforcement Refuerzos y Arriostres de los Miembros Secunldario5 OL •i• A • Ki I n u • • ; • • • r, • Web members within the truss may require some type of permanent bracing or reinforcement to prevent buckling under design loads. In general, bracing provides lateral support to reduce the buckling length of the web; reinforcement adds material to increase the section properties of the web making it more stable. The Truss Design Drawing will indicate which web bracing/ reinforcement option has been assumed in the design. Miembros secundarios en un truss pueden necesitar algun tipo de arriostre o refuerzo para prevenir el pandeo bajo cargas de diseno. En general, el arriostre proporciona soporte lateral para reducir la longitud de pandeo de los miembros secundarios, refuerzos aumentan material para incrementar las propiedades de la seccion transversal de los miembros secundarios haciendolos mas estables. El dibujo del diseno del truss indicara si se ha asumido arriostre o refuerzo en el diseno. One brace required on each of these webs. Un arriostre se necesita en cada de estos miembros secundarios. A Q Braces or reinforcement must be at least 2x4 stress -graded lumber, unless specified otherwise by the Building Designer. Arriostres o refuerzos deben ser por to menos 2x4 madera graduada por esfuerzo, a menos que el disenador del edificio especifique de otra manera. Q Fasten bracing to each truss with 2-10d (0.128x3"), 2-12d (0.1280.25"), or 2-16d (0.1350.5") nails. Asegure los arriostres a cada truss con 2 clavos 1 O (0.128 x 3.0 pulgadas), 2 clavos 12d (0.128x3.25 pulgadas), o 2 clavos 16d (0.135x3.5 pulgadas). Q Always refer to the Truss Design Drawing for specific information. Siempre vea el dibujo del diseno del truss para informacidn especifica. SIX METHODS FOR PERMANENT WEB BRACING OR WEB REINFORCEMENT SETS METODOS PARA ARRIOSTRE O REFUERZO PERMANENTE DE LOS MIEMBROS SECUNDARIOS . Continuous Lateral Bracing (CLB) and Diagonal Bracing Im Arriostre Continuo Lateral (ACL) y Arriostre Diagonal 21 If web bracing is required, CLBs are most frequently specified. Si el arriostre de los miembros secundarios es necesario, ACLS son especificados mas frecuentemente. Q The Truss Design Drawing will specify the number and location of CLBs. El dibujo del diseno del truss especificara el numero y la colocacion de los ACLS. 0 CLBs work most efficiently when applied to three or more trusses with similar web patterns. Los ACLS funcionan mas eficientemente cuando se aplican a tres o mas trusses con miembros secundarios similares. BCSIr.B3 SUMMARY SH_EEAl RE-SUMEN BCSI B3 B3Web 200400501 I* 0 U t• Sn ; - - � - eusmMEte .. L AC__HousTo ... ; AITYPE.IEGc'NO �. '..0+17E.. •^. �.'.> ;,y�.;LUNtBER,"GONfPANY:; J0 e NAME . J� I SGL£::. arl-=y -�`..':..• .. EciEama Kun-tn�o beerta+c-'. ' + - RE'/IStoNi' .c B]v�-q.'av mmcaii+r.) PLaNC'[' 54•'6rt19rtsmrfLYwmtGm••: - ... .' _'�.�' _.;I L :��iry;; . i""' � -±' WH ! a'mearaLouaiem�mmS'••: a,'' tMEal9a"aOM;ICa9 DEutiaG � � lf, .j -- _1ORA4VN HY:� oarommmacwc �;'. r y J � t"s y CONTENTS 1 7 sig r � � • may} xF h Y PAGE EXPLANATION OF ENGINEERED DRAWING .................:........................... 2-5 SOLID BLOCKING BETWEEN TRUSSES..........:...............................a..:..... 6 J •. '. '.. i� h ( TRUSSES WITHSTA'PLED NON-STRUCTURAL GABLE STUDS 7-0 .......•...... 'STANDAP,D GABL"E'E.ND-DETAIL 10, �: Lf ........................................:.........:............ 11 Sr� ANDARD'DROP tTOP CHORD DETAIL ...................................:. PURLIN GAB LE:DETA IL rcy s: ........... ..........:................. ... ............. ......................... 13 `FALSE BOTTOM DETAIL .. ...... .... 14 'CORNER JACK DETAIL r .................................... ........ ....... 15, 16 ^ti,.VALLEY TRUSS-D.ETAIL....................... ..............:...............: ` 17................ ........ .: . ...' it/tea _ s u$.f :_• .._:, . . 'INTERIOR._BEARINO OFFSET DETAIL :.......................... 18 .......... ................. .. -WEB RECOM�VIENOATIONS .............................. 19 LATERAL. AND ALTERNATE BP,ACE'DETAIL.......................................:....... 20 FLOOR TRUSS -REPAIR - T.C. DRILLED; CUT OR NOTCHED 21 ................:... 4 .LET TRUSS OVERLOADING .............................. 22 R t PIGGYBACK ATTACHMENT.DETAIL BEARING BLOCK DETAIL'. :........ ................. .. .............................. 24 LATERALBRACING:RECOMMENbATIONS...•.......:..................<....:..::......:. 25 t• Sn ; - - � - eusmMEte .. L AC__HousTo ... ; AITYPE.IEGc'NO �. '..0+17E.. •^. �.'.> ;,y�.;LUNtBER,"GONfPANY:; J0 e NAME . J� I SGL£::. arl-=y -�`..':..• .. EciEama Kun-tn�o beerta+c-'. ' + - RE'/IStoNi' .c B]v�-q.'av mmcaii+r.) PLaNC'[' 54•'6rt19rtsmrfLYwmtGm••: - ... .' _'�.�' _.;I L :��iry;; . i""' � -±' WH ! a'mearaLouaiem�mmS'••: a,'' tMEal9a"aOM;ICa9 DEutiaG � � lf, .j -- _1ORA4VN HY:� oarommmacwc �;'. r 1-1 ILW,�4 :;;::.. +:r3;54 r L�tsSe• �I�� 1. E 5 � � >� 3 i di Fd 1.t +QrFU, o` 'h�ris4 tFi ?�1�!9y��i1"itga50, "�.:�.. i`' £.� i•afi �u�p �a;m�t &'�zA3 i , ,. t'k ��s ��,{'' 'r,�i vim+ Qt{ w 4 4 ' •— ..... -,+'>o' A �.raz ia�, aha �%(y es`vd 3 5 i t.tP '• f 1 ss 9 ai -;--,9••-..�.�it.7.�i .:,�...:_��4;;�,._.....l�. £�� sur dim' �;� •'7� D . • E ..! g ..: t4Yi ..... aRtsa� =•� Y•+l�rt �•i 3$ •_ ...3.Zsg,i�4sa : eJr •, .. � . � 1 � � � aao c i ya y �'&ks� � ��a'� � £ .,i� �� On; • .t � .� a 5ya�sY�!I. Ak c trtr R A � q�• ��' � '7Y•$f<Q •e�wwg..».,.1�c:.�.�,�M.,,.,,,,rz'"•G'��s�•,a��C •o. '•'�Y'w6 r o 11�a.. .. !�i�3gsi y »»b...aw.n•».tyr . '. ..',ts�:�:iRLB.E.• �a•�'rg�:b 6�.:b.�R;7'fY3�� s�<d� . i�y�y$':'§" �+•�'Y•� � E:CfrlFArkli�r.3!'j � i1 0 iii :i "', nom•:... .. . ,• s�di;i�f"aX"e�"t�'f. - �t$ �d.Q P'.T�r'Sk�7 ., ;�i:C :: , y .. :�+ .. �•....�,+,,.,,.•.:.,;.,.,..,Qy^.mA..r�, ,,�..:p:::+�w,,• brx?� t �Tm]"£�. fel v tai b;+y Git 'tY.w.,yn:,ar L.14� i •i?ai3 i •i Y avor9is2 b'+F>3 3 Orm toacv nnsSiAc�a•,<p y.� V�tla �,u3�L•#$ iYr$E iirs t3 `'�' �� I8� a ry` _.__ _,.,...,,„..,,; . _„•..�. i F..•.�......._..ti_._,,..•........ w�__, �..:�'�.' ate :� .. .. �e� I� LE � !ai'i � � I �vY � f;:i�i �.;•:�R3f=:9`Z b�h�r ��t,(:�f n ..'37�'A "�•d •; �,M tku t""V. . PRI —PA tuetm-w SAMPLE - MOT F. FRpDkJ(sGSR• 70F ('. �4tila II,�t[j'k».'�4r��tt6r2Jtae I AED�t•it�RL4'x�a9rtt�a�j ' �� ! wa`3I��>�'S'°'•t't�'b� �:t,�'i�•.�RC3iahtiyd4.tRin.9i•Yxs.�ddta. `d'”"�.f.�G�'ttLV>•L•�:E1.�f1+8d4,.��.g., . *,r;�z�. £Q'i'L+�;;aqa w`CP2:�t� •L9t�g„ d:Y'.iE�fy't`!`�!','Lg,•g;?�Jt$��, " iS-ti1�t•2�?i+b'"v�a'fi�••@Jra•�". P�.J Gia'9�4�.vJ.4>:tbv•93,L�iF:g�„ �•t•F�•£rc,.��tgik�•3•rireP�S�y- � •~ �"•.. ,�'{ '�'•.%r'Za ':� �a3a:�' ��cdi' �HSgg • 'ftB'� t'®r "r"SJ">"d ft1�'�a.. �.. �%t.'ti'u�� •i: �;£�. Ga.��fi�' a,r� oyi� "`�?t`.CaaL':'; C'tgf3�jRty i.8: i?!?A4 + : 4:�'xP.Ott. W^a^4's3tTs��Gat£.Y$. �ii�s`�D@fv9.:+>i�ta�e�`S�'L�tCM[2�'§}et•f�>~?.1",,; 6�Y� u�' � - ......., x a'x' ! 'r ?i'@'&�t a'onfi ekt� ' LaW,gM �•D.DD rtu. idtJd�.L rxf�atz3' x dt tv R i�fflw a zy! t'b+r+! ws� asF , . tt1 r( ir" . of vt iters rh¢ z tv� e %%P ?rxrr urs:.ao tam ztli`-p:r�m�+ s`:r>ata2ce �.'t�+r. t3� N.��n ow ar�.•�P �; �ns`rw N: r r Wi � � h .T PRI —PA tuetm-w SAMPLE - MOT F. FRpDkJ(sGSR• 70F • EJ U► -1 I uuui uaa i russ i ype (ay Ply I -- i DISPLAY ROOF1 ' COMMON r5 000 a Feb 6 20 3 blifak Industnes, Inc. MonNlar 1 14.26M 200�age 5-415 10-2'3 1 5 0 0 19-9-13 2447-11- 30 0 0 32-0-0 ; (, 2-0-0 - 5-4-5 4-9-13 4-9-13 4-.9-13 4-9-13 5-4-5 2-0-0 . 4x4 = . 6 �� 3x8 = 3x6 = 3x8 c A10-2-3 19-9-13 30-0-0 •. 10-2-3 9=7-11 10-2-3 Plate Offsets (X,Y): (2:0-3-0,0-1-4), (10:0-3-0,0-1-41H LOADING •Ipsf) SPACING • 2.0-0 , I M CSI N DEFL in (loc) Well jP" -PLATES GRIP. TCLL 20.0 • Plates Increase 1. /15 TC 0.29 Vert(LL) -0.09 14 >999 M1120 249/190 TCDL' 1"0.0 Lumber Increase • 1.15 BC 0.83 V.prt(TL) -0.39 12-14 >907 BCLL 0.0" Rep Stress Incr YES WB 0.36 Horz(TL) 0.07 ' 10 n/a BCDL 10.0 Code BOCA/ANSI95 L 1st LC LL Min I/dell = 240 Weight: 158 Ib LUMBER BRACING 'TAP CHORD 2 X 4 SYP No.2U. TOP CHORD Sheathed or 4-2-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-11 oc bracing. C" 2 X 4 SYP No.3 R j REACTIONS (Ib/size) 2=1317/0-3-8, 10=1317/0-3-8 Max Hori 2--175(load case 5) Max Uplih 2 =-341(load jcase 4); 10=-341 (load case 51 J FORCES IN - First -Load Case Only v TOP CHORD A-2=26, 2-3=-2024, 3-4=-1722, 4-5=-1722, 5-6=-1722, 6-7=-1722, 7-8=-1722, 8-9=-1722, 9-10=•2024, 10-11=26 "BOT CHORD 2-14=1794, 13-14=1140, 12-13=1140, 10-12=1794 WEBS % 5-14=-294, 7-12=-294, 3-14=-288, 6-14=742, 6-12=742, 9-12=-288 NOTES -1)-Unbalanced qoo i live Toads: have been considered for tfiis design. 2) Wind: ASCE 7-98 pet SOCA/ANSI95; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; occupancy category 11; exposure C; encfosed;MVVFRSDOL gable end zbne;.cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip" ., ' 3)'.Prdvide'mechanical.connection (by others) of truss to bearing plate capable of withstanding 341 Ib uplift at joint 2 and 341 Ib , "uplift at jo.inY10: A Cumulative Dimensions M TC, Sc. and Web Max€mum Combined Stress Indides LOAD CASE(S) Standard .B Panel Length (feet : inches - sixteenths) N Deflections (inches) and Span to Deflection Ratio C Slope 0 Input Span to Deflection Ratio D Plate Size and Orientation P M iek Plate Allowables (PSI; E Overall Height 0 Lualber Requirements F Bearing Location G Truss Span ifeer - inches - sixteenths) R Reaction (pounds) S Nlinimum Bearino Required finches) T Maxinum Uplift and/or Horizontal Reaction if Appficable- U - Required Membe? Sracing V Member Axial Forces for Load Case 1 !M= Notes.' .. X;Sdditional LoadsrLoad;Cazes ' 3 IN )ob Truss . PC Piy- •wra Nno� 51to f,wea ift FT -01 3 f1p.a.ft'Flow Tw4l.1' I. .. . ........... .. ... . .. .......... . . ... .... .. ... ..... ............ * ............... .......... . ....... . ..... ...... ........... ....... . ... 6�.500 I; Itin 20 3003 1.1frak Industries, 16c. 5un 05:$6.,ba oage I I ....... . ... . ..... . P13: I Li )A F., - 3.4 - .44.. . 4.6 A 41 C Q .1 y �3 .1 1 w g n a "I w 6 f AA ..-fife111690=18MV, 11"m ............ ............... . ...... . .. .................... ........ ..................... . ............... , �h 'Wh M! ......... ..... . r�n Xj Aj A.1 •C &F At 'D:AC-A >l 9 ..6 ............... .... .......................... . .......... K . ............... . IA+Q ...KA -0...,_.......J9• 0-4 71111 ......... .. ..... . 94 P . ... . ... .......... .. .. ...... . XYK 14, (I SPACING 2+0+0.f N, -CSI' In 41arl lldefl W{ PLATES Y5, GRIP TCI.{.' 4e& Plates (omw5e 1,00`:'.:.. -TC 0.97 Val . -Q.4GArF& >509 360 .1-11 • 2.19/1)0 I Tri 10.0 Lumber increase A06:: EC 0193 Vert(TL) eV,LL 6.0 Rop.Strais Incr ye�• I.IVEI 0.02 Hors(TL) 0.07 AA 014 n/a 1,0711,13 5.0 Codd BOCAIT(IG .ECRL )BRACING 1: TPP CHOR04 X 2 SYP Nd.7. TOP CHORD Stmetuilt veo.)d Sheathing directly gliptled or 2-1-0 Gc.j �i BOF CHORD 4 X 2 SYP No.1 "Except' purlins, mcept end vertical, ,BI 4 X 2 SYP Noa BQT (>IOAD 11101a calling diracrIV appliaa at G-0,0 Da br4clna, wees. 14 X 2 SYP No:3 • OTHERS A X 4 SYP Stud R,"CTIP"s AM -937/0.3.0, AA -2066/0.3-8, U-25910-3.0 . . Upliftu-100(load c3ue-2) '�WxGfAv AM-096&Dd-mse 21, AA:-!2066(1aysd vim 1.), 1,1-431.(loa'd case 3) FORtfl$-(16) - kagirnkm CompresTion/14 quimurn Tension A -B-- 1.117g/0, B -C-187510, C -0—A75/0, P -5w-11,14910, il o F,G344910, G,,H -271011), hrla-268-2/0, I -J-1844/0, -K,L-0j7271,L-M-012276, WO= -37011283, 0-11-373M284, Q -R-759/1164, R -S -770Y314, S -T-2/0, A, -AM -95610 BOT CHORD A 11, 1, 15, AFl�Al-0/3355,.Af.--A.H-0/3355, Ar -AG -F011340, AE -AF -0/1844, 9A 'r -01-bl 044, AB-AC- AZAt�-'(l -1.177J0,.AAeA0!--j1$4/U, 7 -AA -2979/0, V -W* -62Q/950, M -AA --1011/0, V-X40j3, A -M=0/2038, CW 2371D, D -AT 1173/0, 0-AI'M61566, 11 -AF -5a110, -AP-0/1586., K-AA--l-t8iVQ,.k-AC-011604,J-AC-,Z06810, 5,U-671/203, S -V-261/273" R-11-127/310, TLAY-,149/0, P•W0/41.0, O-Y,x:r116134, 14-7,01907, . ....... . . ....... "NoTes 1) UnbrIlbrim Aoorll%,& loads have been considered for On design.M1I) /Aij: All'plates are MI120 plbWT Unless oithem-15o Indicated. This truss require$ plate Inspection per th�ifooth Count Method men this «255 is chosen for qoDllty 1 wj 4'ssmlrmncellns�pecrion. !aj ). leering BtlJoint(O AM ConvIderb parr.1141 to grain value using AVSIIYPf 1-1995 angle to grain tarmulti. CD 11: .41 Ruliding d4sAtleker 611o1jt;l verify capacity of %mring surfacer. S) One USP tecommentflao baetjnii RT7 CpArleaOrS to conAut JYujT. ja wlilt,; 1111e.to uptift, or jus) 1). .6) Design afauilles 4x2 (flat orientation) purilf1ii'-aitocsp acingIndiCatea, f, i 7) ReEarntner%d 2xd stmnobacLe, an edge, apex W,4g 10-0-0 jr ana f95htn0a t:(1 thach. trash %N101 3.1651 nits, Strongbacks to be altacbed to wolfs at divir outurands or rmmined.py other means. SAM PLE 'EV) CAUTION bo not area truss buckwaras, NOT FOR PRODUCT101 nF' :j DISPLAY IfL00R1 (FLOOR 1 500 s L D3x6 FP = 3x3 = 3x3 = 1x3 If -1x3 II 3x3 = 3 4 5 6 7 8 it 3x3 = 4x4 = 3x3 II 3x4 = 9 10 11- 12 3x3 = 1x3 If 3x3 = - 3x3 = 13 14 1s 16 1x3 11 Jx3 = 1X3 = 17 18 135 L [C) 33 - 32 31 30 29 28 27 1 26 25 24 23 21_ 21 20 19 3x6 = 3x4 = 3x3 = 3x3 = 3x3 = 34 = 4x4 = 36 FP= 3X4 T 3x3 = 10 11 34 = 3x1 = _3x6 = 3x8 = 2� 5-3-0 ,. 6-6-0 , 7-9-0 , 9-4-8 11-10.8 14-8 17-0.0 -' 19-7-8 22-1-8, 23-8-0 24-9-0 27-°r0 ' 30-0-0 . B - 30.0.0 LOADING fpsf) SPACING 2-0-0 l rL CSI • M bE'FL fn floc) I/deft D PLATES GRIP • TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) .-0.18 30-31 >999 M1120 TCOL 10.0 Lumber Increase 1.00 BC 0.75 Veri(TL) -0.24 30-31 >829 249/190 BCLL - 0.0 Rep Stress Incr YES / WB 0.46 �7 Horz(TL) 0.04 26 n/a Code SOCAJANS195 K SCOL 5.0 (Matrix) i V 1 st LC LL Min I/deft = 360 - Weight 15b Ib BRACING LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 ! TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT.CHORD 4 X 2 SYP No.2 . P BOT CHORD Rigid ceiling directly applied or 6-0-0 do bracing. WEBS '4X 2 SYP No.3 3Q` % -3-8, 19 = 508/0-3-8, 26 = 1978/0-3-8 REACTIONS (Ib/size) 33 = 774/0-3-8, Grav 33=803(load case 2), 19=610(load case 3), 26=1978(load case 1) , (FMax U '__'ES. (Ibl First Load Case Only TP CHORD- 33-34=-37, 1-34=-37, 19-35=-43, 18-35=-43, 1-2=-2, 2-3=-1353, 3-4=-7091. 4-5=-2186, 5-6=-2186,' 6-7=-2186, 7-8=-2186, 8-9=-1264, 9-10=63, 10-11 =2035, 11-12=2035, 12-13=467, 13-14=-732, 14-15=-732, 15-16=-951, 16-17=-784, 17-18=-2 BOT CHORD 32-33=826, 31=32=1859, 30-31=2282, 29-30=2186, 28-29=1785, 27-28=743, 25-27=-894, 25-26=-1091, 24-25='-1091, 23-24=183, 22-23=732, 21-22=732, 20-21 =1032, 19-20=517 WEBS 11-26=-100, 2-33=-1097, 2-32=734, 3.32=-704, 3-31 =332, 4-31 =-256, 4.30=-130, 5-30=27, 10-26=-1519, 10-27=1157, 9-27=-1,121, 9-28=725, 8-28=7724, 8-29=546, 6-29�-271, 12-26=1257, 12-24=867, 13-24=-904, 13-23=747, 14-23=-299, 17-19=-685, 17-20=371, 16-20=-346, 16-21 =-113, 15-21=298, 15-22=-234 V NOTES --11-1-Inbalanced floor -live loads -have -been considered for -this design. __ 2) Recommend 2x6-strongbackg, on edge, spaced at 10-0-0 ac and fastened to each.truss with 3=16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means, •3) CAUTION, Do not erect truss backwards. LOAD CASE(S)Standard V V A Cumulative Dimensions M Deflections (inches) and Span to De-;Iktion Ratio • B Panel Length feet-- inches -sixteenths) N Input Span to Dellectirin Ratio C Chord Splice Face Plate O tdUek Plate Allowables (PSI) D Plate Size and, Oriertatior: P Lumber Requirements E Truss Depth 0 Reaction (pounds) F Bearing Loca^on R PF,;nimum Bearing Required finches) G Truss Spar: (feet - inches - SiXteenvis) S f taximu:n Uplift and/or Horizontal Reaction if App'n able 1-I Design Loading (PSP) T Required Member Bracing .. 1 ' $pacing C.C. ('Feet - inche3 - sixteenths) li Ffer 1i1er Axis' Forces for Load Case 1 . J Duration of Load for Plate and-LuM-er Design V Notes K Code VV ,Additional Loads(Load Cases :.:. . L' IC, BC; vYeb FAax;mum Combined L' Indices10 k7:1);'�f'! .. ,...... -. -; ?-ra'w.:i1?i.r .: .....-3C�: �'•='iS,M?:ilia_=f.>", 1• 10 I0 •' August 19, 2003 A. C. Houston Truss Company 2912 East Lamadre Way North Las Vegas, NV 89031 RE: Solid blocking between trusses To Whom It May Concern: MiTOit Industries, Inc. 7777 GREENBACK LIk.NE SUITE 109 CITRUS HEIGHTS CA 95610 USA FAX (9 16) 676 1909 TELEPHONE (916) 676 1900 Solid blocking provided between trusses usually serves two purposes. First, it is provided during the construction phase to help position the truss in place and keep the truss plumb. Second, solid blocking is provided in a lateral force resisting system, through proper nailing to traisfer the Horizontal force. If the trusses have been erected in plumb condition, and all the lateral force resisting elements have -been installed to form a system, solid blocking may be omitted without causing any problem to the structural system. Project engineer approval on this issue is required. If you have any, Questions, -please contact me at,800-772-5351. EF,�s Sincere ti T� PRpt ESSlp .. RED I ��eti� L�nONv O'� p �� 2 18jE03 10 C i ,111 ......:...I ...... ..:....... .. :. .:....... vember 3, 1999 A.C. Houston Lumber Company 2912 East La Madre Way North Las Vegas, NV 39031 Re: Trusses with.non-structural gable To Whom It May Concerns`• P.O. P.O. Box 335009 North Lits Vegas, iNl/ 89033 This letter is in response to your recent inq- ' • 6vlA ion of staples rather than metal g'uss'et plates that are shown on'the truss engineering dra-wings for non-structural gable studs. The trusses in question must meet all of the following criteria for this detail to -be valid. rThe trusses trust have been designed by this office using AiYS=11-1995 and TIBC -97 criteria with and increase of 25% for lumber and plates, :24" O.C. spacing, 16 to 20 PSF top chord live d os l,7.ka 14 PSF top chord dead load, 7 to 10 PSF.bottom chord dead load, design wind speed is �. iay. 75.NXPHmaximum, and be side ply trusses only. res - • • , Tlie, ETUSses must be structural trusses and be approved by the building designer for the intended application prior to fabrication- AL1 -parties involved in.the project must accept their esponsibIIities and perform their work as specified in Ai`iSY1'PI 1-1995 and WTCA 1-1995. .if, out -looker notches are to be installed in the top chord of the truss, they must be "addressed specifically iri the truss design drawings_ Out -lookers that extend longer than 12" beyond the end of the gable truss are not allowed. There must be no out -lookers within 24" from the end of the truss, or in any top -chord overhang. --No plates may be damaged or cut. --- — -- - 4. The trusses must be handled and installed properly in accordance with HIB -91 criteria. If trusses have been handled improperly, consult professionals before proceeding with installation. All persons involved in installing sliburld read and understand' HTB -91 before attempting- to handle trusses. It is recommended that the truss installer should consult OSHA if there are gtiescions about jobsite safety concerning trusses. The fabrication; installation, and handling of trusses is oufside the scope of responsibility of the truss designer. 5. Never sit or stand on trusses laid flat. Never stack,construction materials on trusses laid flat. Never lift truss using non-structural members as connection points. Trusses are not intended to resist lateral loads perpendicular to the trusses. This is true for all truss members, but is especially true for all non-structural gable studs. They are called "non-structural" because they are not specifically designed to support loads. The structural members of the truss are adequate to support all of the loads applied in the plane of the truss. 6. The trusses must be adequately braced. The truss designer specifies only the location of the bracing, that- is required for individual truss mem_ bers toprevent out of. plane buckling of that'..' member -'Additional bracing is always required and is always the responsibilityof the bu>7din; Vii:•- - - OG - Pa '1 of 3 `:' Fac47ir ori FYoac 1'rciSs- es70'�7'ari n f :aix <=•:..;_ .::: _ . : u N6: CO 56,743 :6b. 63�121?(1 � November 31 1:99 FeG - J .. cesigner. The bui din.T should provide the contractor wiry a bracing pl-an for the building. This flan may be included in tbecontract.documents or may need to be specifically requested by the contractor. . Refer to WTCA 1-1996.' for' questions re=arding scope for responsibility. TYPICAL GABLE END BR ACING DETAIL. 7: I` the truss design drawings specify GUNSUI.i BUILDING DESIGNER FSR SPECIFIC DETAIL- seismic EiAIL seismic or wind load had been applied, it is applied in directions that are 8 LO C K I IVIG paraLel with the plane of the truss. r ROOF Ss-IEATHING Trusses which are esposed to wind GABLE- END / acting perpendiculhr to the face of TRUSS.` I the truss must be braced to resist the lateral forces due to wind load i/ /� /% acting on the face of the truss. The building . designer should perform lateral calculations to determine where r i braces are required. EM -91 should be / consulted for general ;uidance with regards to bracinj of trusses. '- WIND additional publication entitled Ihl OUT OF "Commentary -for Permanent Bracing PLANE of. Metal Plate Connected Wood DIRECTION Trusses" written by John E. 'Meeks, P.E. -is available from WTCA (Wood / Truss Council of America). in this LATERAL* - DIAGONAL WIND publication on pages 9 and 9, the BRACE BRACE BY bracing of gable end frames are BUILDING DESIGNER. discussed. It is recommended that the f ,� building designer read this publication. Also consult the "Mitek .Standard Gable End Detail" for additional information. All of these 0. BLOCKING publications specifically recommend a detail similar to -the sketch to the right N!? LL TO GABLE TRUSS CONNECTfOr`I -inmany sitiu`ations. ----- END WALL —DESIGNED -.AND- DETAILED-BY-BUILDlf\IG--- DESIGNER. Al connections must be applied in co.6forniance with ANS1/TPI 1-1995, current accepted YDS, and/or NES National Evaluation Report(s)- The trusses must be fabricated properly with no gaps at stud connections except as allowed...' in Ai`iSI/TPI 1-1995. If the above conditions are meet, then (3)-16ga a 2" power driven staples may be substituted for the•. pecified metal gusset plates. This connection is ihiebded to hold the non-structural gable studs in place during delivery and installation. These studs are intended to provide nailing surface for drywall and/or sheathing and transfer vertical loads from sheathing into the truss: If these non-structural gable studs must resist lateral loads as noted above in note 6, additional nails.or connections nifty be'required and must be specifed by the building designer. " Plated connections are recommended at all hip over -framing, Dutch hips with setbacks greater -tha_all Girder trusses, piggyback, • and valley. trusses. Plated connections .are .also Movember 3, 1999 st iet"ral nzmbers and not to diagonal or horizontal member e:ceut at vent locations. If there is any question abom the appbcsbiil y of this leaer to the intended situation, please fell free to contact this Oce. This let-ger may be used to address th s issue subject to the conditions until informed oi_hervise.by this office, or -until_ accepted codes of specifications change. LL you have any questions concerning this (natter, please let me ml - ow when I am in your office or write me at the above address. I cat also be reached by telephone at (702)-232-0099. Sincerer, ' �� 5� E S •S % aV A U MICHAEL A. IMichael A. Nlallett P.E. v�• / 1 Professional Civil Engineer .� �� L�� n :; ,t ,/ P3o. d056743E�p. 6'13012005 CI /L ` 3VROFE55p4� i I.�7 ti EL A. {��c� / ��C�1033'� � j � �.C� Ik 0¢ ca5a74a Exg. 6/J/2Ca 1, t ' F; t C�CALif� • STANDARD GABLE END DETAIL PAIGESI OF 2 . : DIAGOMAL OP, L -SPACING 9/5/2002 JARF. r REFER TQ TABLE BELOW SHEATHING _TO CU,.1.I 12 A __ /— 2X4 NO.2 OP. STR. DF -L 1 1/2" '(BY OTHERS) NETS) TRUSS y X4 / /--• 1X4 OR 2X3 (TYP) 3 1/21 J 6' 113 " M HI T ;ONT. BR VERTICAL STUD } TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. NOTCH AT24" MAX aTMo.c. 24" O.C. (MIN.) ' 2X4 LATERAL GRACING. TOP CHORD AS REQUIRED PER NOTCH DETAIL TABLE 6ELOW END WALL LJ �IGID CEILING. MATERIAL DETAIL A LU`� .R TOP CHORD 2 X 4 HF 1650F 1.5E ,BOT CHORD 2-X4 HF -1650F 1.5E OTHERS - 2 X 4 HF - STUD/STD MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE 16 INCH O.C. WITH L - BRACE - 4- i -n NOTES 0` 1) VERT. STUDS HAVE BEEN CHECKED FOR 80 MPH WIND, EXP. B, HEIGHT 25 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAXVERT. STUD HEIGHT OF V-6". TOP CHORD NOTCHING NOTES- ,,i) OTES- 1) THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON -ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. a ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 8" O.C. IF STUOS ARESPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO .LUMBER DEFECTS ALLOWED AT OR ABOUT,,NOTCHES. 3) LUM6ER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. - .Continued tin page 2 LATERAL BRACING NAILING SCHEDULE L.OADIN.gpsQ SPACING 2-0-0 VERT. HEIGHT # OF NAILS AT END TCLL 50.0 Plates Increase 1.15 UP TO 71-011 2 - 16d TCDL 10..0 Lumber Increase 1.1571-01181-611. 3 BCLL 0.0. Rep Stress Incr YES — BCD1 10.0 Code UBC97/ANS195 OVER. 8'-6" 4 - 16d LU`� .R TOP CHORD 2 X 4 HF 1650F 1.5E ,BOT CHORD 2-X4 HF -1650F 1.5E OTHERS - 2 X 4 HF - STUD/STD MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE 16 INCH O.C. WITH L - BRACE - 4- i -n NOTES 0` 1) VERT. STUDS HAVE BEEN CHECKED FOR 80 MPH WIND, EXP. B, HEIGHT 25 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAXVERT. STUD HEIGHT OF V-6". TOP CHORD NOTCHING NOTES- ,,i) OTES- 1) THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON -ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. a ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 8" O.C. IF STUOS ARESPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO .LUMBER DEFECTS ALLOWED AT OR ABOUT,,NOTCHES. 3) LUM6ER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. - .Continued tin page 2 STANDARD GABLE f'___ND DETAIL • SIMPSON.A34 — OR EQUIVALENT GABLE EN FILENAME: S T DGA8100XD PAGE 2 OF 2 7/17/0 4- 10d NAILS MIN. ,PLYWOOD- SHEATHING TO 2X4 STD, DF -L BLOCK • T 2X4 BLOCK ` I45° '2X4 S D OR BTR SPACED @ 5'-0" O.C. .SHALI�BE PROVIDED AT EACH END OF BRAC EXCEPT EOR BRACE EXTENDED IL STRO BACK INTO E CHORDS & CONNECTED TO j CHO S VVI 4- 10d NAILS: MAX. NGTH = T-0" - STANDARD TRUSSES SPACED @-24" O.C. NOTES_' , --- -- -- ------ — -- — 1) 2X4. N0.2.OR BTR. FOR LEDGER AND STRONGBACK NAILED,TOGETHER WITH 1 OD NA_ ILS @ 6" O.C. 2 2X4LEDGER NAILED ;TO EACH STUD WITH. 4- 1.0d NAILS... 2X4`STRONGBACK'TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THt 10d'N * LS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3:0" -LGT) THIS -DETAIL IS APPLICABLE TO STRUCTURAL GABLE END . IF -THE FOL LOWING CONDITIONS ARE MET: • AUG 1 2003 1. Ml} ilMUM HEIGHT OF TRUSS 2. MAXIMUM PANEL EI=NGTH ON TOP AND BOT, CHORDS = T-0"��, 4. t THE HORIZONTAL TIE MEM88R AT THE VENT OPENMAX: SHALL BE BRACED @ 4'-0" O.C. MA PLEASE CONTACTTRUSS ENGINEER IF THERE ARE ANY QUESTIONS. - Y/. Na CU 049 16J. ,... EYP 9; 3 . �± r Ivil- CAi qy .4:4 vr. ^.!i' .:ivy.,.✓a;?.a:ti;,; 4><I (,p K AD!rz�` _NZ u To I yl MAL. NE TT2 POK -.LLal REDO cl ON 0 ;0 104 _T STO., ko 0 [z 6n I n Mcdon call cm...0. n 1!::: t.Llla.u. In1wmWon •Cln "If" rM.pa%ln Z W , -Cu—mb6r i On Informsdan �Onnad V. A Wr. -V- d a� -d. h ZEE, uIwvp I L 6. du u.E P.P. b, c: r�.t� kum n=1 9140 DCA�N. ;: d' 1111 7- n wrrA =% CA 95670 A, e;-:- 4 (dH)7'12 _S35L PAX (j I q(31.122S AJ ta -4 T"-_= W_ nul C4pyriki,i (C) 1992 & kw...Z, 44 -- nd CHARTER Ljj, ER JIM 10.1992 n z MITER nmr—l.Es, INC. CA. x4 49( hbt,4 ','x Wm P -E -K_ -Far al,o�uD TO AUG 1 9.2003 41, ONC, NO. EXP 9-30-04 41, V I L OF CAUFO f ;♦ I APRIL 23, 1998 I PURLIN GABLE DETAIL is I!1 Pi CICS (P i �— o0 o C===C== Lj-=o MiTeOndustries, Inc. I ST-HIP01 SHEET 1.OF STUD SPACING ON PURLIN GABLE 70 BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER, OR HIP TRUSS. 5x5 3X5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED 3x5 TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS I SEE DETAIL R3 vG�NEE� THE PURLIN GABLE TO BE LAID ON TOP O:F THE `,� �— - R-� o– ------ �- ��f? Nei T HIP TRUSSES AND / 0, A TTACHED WHERE IT HAS \�G? t�. .0 CONTACT WITH THE I?�F pq TRUSSES BELOW. ` -Z— O a 10.�2� - — — ..SEE DETAIL - O. ' 20 f�-s ION Fti to Co JACKS 0 o T LL Cn CC44r q . SEE SHEET 2 OF 2 FOR ALL DETAILS )-04 " CfJ��- ' i9 S T A.',IOARG REFA.IF. FOP. ,-.DOING A FALSE EOT7 i Oki CHORD _ S I -R cP j U —fir— r ---- -- �Wfek IncjUsr-ries, Inc. Chas_&fiiald, N10, l�J LJLJ- O —moo BRACE (T(P.) 10'-0- O.C. (MAX.) FOR SINGLE TENSION 8017 OM CHORD WHERE RIGID CEILING IS NOT APPLIED • DIRECTLY TO THE MAIN TRUSS 8OTTONI CHORD. BRACE,45 SPECIFIED FOP, BOTTOM CHORD IN COMPRESSION OR MULTIPLE PLY. MAIN TRUSS. VERTICAL STUDS @ 48- O.C. ATTACHED WITH TWO - 10d (.148- DIA_ X 3-) COMMON ' i WIRE NAILS AT EACH END OF VERTICAL I u 2X 4 STO. (OR BETTER) SPF, HF, OF OR SYP VERTICAL•WEBS FALSE BOTTOM FM -IN TRUSS (SPACING = 24" O -C.) MA"'TRUSS MANUFACTURED WITHOUT F 80.1 i OM CHORD TRUSS SPAN 2X.4 Not (OP. BETTER) SPF, HF; OF, OR SYP BOTTOM CHORD ' '$<i' "L.duNE�L':$sem �•S. - 1.1 91 ac�Y ol ter. G. os NOTES: ,1. LOADING: W Q C 4C?J\0:I J LIVE LOAD DEAD LOAD L'IJ EXP- 1> T` �' TOP CHORD: (REFER. TO' THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING) CIO! \ BOTTOM CHORD: 0 PSF 1dPSF ;2 REi=ER,TO:THE MAIN TRUSS DESIGN FOP, LUMBER AND PLATING.REQUIREMENTS X}M.UM.80TTOM CHORD PITCH= 6/12 / 4 E ETID.>DISTANGE, EDGE DISTANCE, AMO S?ACING:OF NAIL'S•SHALI :BE:SUCH;,,''`. : ?1R1YIiYG•_-:..erefy drsigrr. parametem and RE.3D lYOTES ON:T—$ AND.:'12EyERSE_S7DE:SEFORE: USE.?:.'. •. :'-`- ',-' :a`---' '' ::_r ice:`: ®•�•.- . . Deslgn tali for use only'wfth Mfrek connectors. This design is bosed'only upon paramerers-shown and is'For an indwidual building componeAt� be Applicabliityof parameters and proper building installed aRq!�oadcd verfica�y. design, Incorporation df component is resporuitiility oP designer -riot inrss ,. - iri 't inre st661 duHng giongnn is the O espbiulbff 'of the erector. Additional permanent bracing or the'overall.structure4the'ii°sponsib-1I of the,buiiding designer. For general guidance ._. rcgarding.rabiicaflon. quQfty control, storage, derivery,'orectton bad bracing: consulf QSFI88;Qualfty 5tdndgrd,'D58�9 Bracing Speciflcatian, and.Hl&91 ' 1Nandling IrSstailing and 8rdcirig Recommendation available Prom Truss Plate Institute. 583 O'Onbmo Drive.lvlodfson LVI 53719:77 ti5.:. • Job -Truss Truss Type Qty PlyTypical End / Corner Jack General Details - All cornerjacks and end jacks ALL JACK MONO TRUSS 1 1 meeting requirements listed.below. • Job Reference o tional A/ � •-iustonLumber Company 5.200 s Sep 30 2003 MTek Industries, Inc. Fri Mar 19 09:16:01 2004 Page 1 I, -2-0-0 6 0 0 2-0-0 8-0-0 • 2x4 11 Scale: 318"=1' 3 • 2 2x4 Alternate plate positioning LUMBER, TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD. 2 X 4 SPF 165OF 1.5E . WEBS - 2 X 4 HF Stud 8-0-0 Max. May be.ommitted per Note 4. ay be supported by girder truss joined th Simpson LU24 or USP JL24. - 'hen end vertical is ommitted (note 4), _.meson A35, USP M034, or 3-10d toe nails (per 1997 NDS) may be used. CSI DEFL in (loc) 11defl 1/d PLATES GRIP TC 0.70 LOADING (pso SPACING 2-6-0 T . 20.0 Plates Increase 1.25 T 14.0 Lumber Increase 1.25 B _ 0.0 Rep Stress Incr YES BCH 8.0 Code IBC2000/ANSI95- LUMBER, TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD. 2 X 4 SPF 165OF 1.5E . WEBS - 2 X 4 HF Stud 8-0-0 Max. May be.ommitted per Note 4. ay be supported by girder truss joined th Simpson LU24 or USP JL24. - 'hen end vertical is ommitted (note 4), _.meson A35, USP M034, or 3-10d toe nails (per 1997 NDS) may be used. CSI DEFL in (loc) 11defl 1/d PLATES GRIP TC 0.70 Vert(LL) • -0.20 24 >468 360 MII20 185/144 BC 0.44 Vert(TL) 0.45 1 >59 240 WB 0.00 Horz(TL) 0.00 4 n/a n/a (Matrix) Weight: 2916 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. _. REACTIONS (lb/size)•_ 2=497/U-3 8, 4=302/0-3-8 • Max Hoe 2=177(load case 4) • Mazllplift 2=63(load cases), 4=30(load case 5) FORCES Jib) ; Maximum Compression/Maximum Tension TOP CHORD'. :i -2=0176,2-3=16i/166,3-4=246167 BOT Cf•IORD 2-4=33/51 ` NOTES ' 1) wnd: ASCE 7-98; 90mph; h=25ft; TCDL=8.4psf; BCDL=4.6psf Category II; Exp B; enclosed; MWFRS.gable end z9ne; cantilever left and right exposed ; end vertical left and right exposed; Lumber 00L=1.33 plate grip DOL=1.33. 2) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Provide mechanical coninectidn (by others) .of truss to beating plate capable of withstanding 63 Ib uplift at joint 2 and 30 Ib uplift at joint 4.- 4) End vertical may be oinmitted on jack trusses less than 7-10-0, provided that bead6g is added at JT -3: Connection by others or utilize Simpson A35, USP MP34, or 3-10d toe nails (per 1997 NDS). LOAD CASE(S) Standard �GtiNEER: t sT 'Also valia'for 013C 97 and IBC 2003 6 0LD UCS .O: ✓; ' u] ...:Fxp. 12/31/06 -n Z O QRO'F \p,M T. B0 G 3422.9 ' m .. C O QRO'F \p,M T. B0 G 3422.9 ' m .. • Jpp buss runs type - ly ALL CGI (MONO TRUSS li • - a C. Houston umbar pmpany, North Las Vegas, N -69G31 4.207 1 s Sa; " -:-len MAX 2.10.0 Ula SLOPE INLAY VARY FROM 2.93/12 TO 5.66/12 a 3x4 Q 3 8869 L 3-G-0 Sc 1 BACK CORNER GIP.OER PAL DETAIL -ALL CORNER GIRDER TRUSSES MEET ING REQUIREMENTS LISTED I) BELOW. iustnes, Inc 1 us Sep 18 G9:4c24 2C01 ;ga t MAX � a Scale = 1:3'0.? � 2x4 11 4 SEE NOTE;*. SUPPORT REQUIRED AT2 < JT -i WHEN TRUSS LENGTH 3x4- 7 e IS LESS THAN 3-0-0. Ix4 II 3x4 = CONNECTIONS BY OTHERS EYCEPT AS NOTED 1 6-ia I 11x17 MAX - ala 5.7a • Plata Offsets (; 0 1- -MAXIMUM ' LOi101NG (Psf1 SPACING 2110 CSI ❑EFL In . (lac) I/dee PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.a2 Vert(LL) -0.03 7 ' >999 MII20 TCOL 15.0. Lumber Increase 125 BC 0.49 Vart(TL) 0.16 1-2 >232 EIA Ma Rep Stress Incr NO -We 0.61 Hdrz(TL) 0.02 6 Na SCOL 10.0 Cade U9C97/ANSI95 1st LC LL Min Uded = 360 Weight: 41 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 16501' 1.5E TOP CHORD Sheathed or 6.0-0 ac purtlns," except and verticals. BOT CHORD 2 X 4 SPF 16501' 1.5E 80T CHOP.❑ Rigid ceiling directly applied or 10-0-0 ac bracing. WEBS. 2 X 4 HF Stud • REACTIONS • (Ib/alza) 2=6750-3A, 6=9261a-2-4 J Max Harz 2=210(laad case 4) l CES (Ibj- First Load Case Only —,� CHORD 12=28, 2-3=1041, 3.4=10, 4-5=8, 4-6-152 `BOT - CHORO 2-7=1009,.6-7=1009 WEBS 3-7=143, 3-6=1077 NOTES • (6-4) 1) This buss has been designed for the wind loads generated by 80 mph winds at 25 it above ground level, using 15.0 psi top chard dead load and 10.0 psf boltarn chard dead !cad, In the gable and roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC971ANS195 If and verticals or cantilevers exist, they are exposed tdwind. If parches exist, they are not exposed to wind The lumber OOL increase Is 1.33, and the plate grip increase la 1.33 2) This Was has been designed far a 10.0 psf battom chard live load noncancurrent with any other live loads per Table Na. i6-8, UBC -97. _ 3) Provide mechanical connection (by athero) of truss to bearing plate atjainl(s) 8. 4) This truss has been designed With ANSUTPI 1-1995 criteria. ' "S) Webs 3-6 and 3-7 may be ommitted when end jacto are 5410 ar leas In length. cdnnectfans must be per -1997-NOS-requiremanta.---- ------ . ---_ _. —__ _ LOAD CASE(5) Standsrd ' 1). Regillar: Lumber Incraa+e=125, Plate Increase=125. Unifarm.Loeds (plf) . Vert i-2=70.0 Trapemldal L6a4s (pll) Vert 2=6.0-to-6=45.3,2=-4.54c-0--189,4,4--189.44a-S-194.3 ESS'A E�4 J-. CO- A. Exp. 613017005'- CIVIL / %:cti00 - - J. MAX. SLOPE/GRADE FON FIEVELED � 1='RROV;I PE. LATE'R.AC ` SUPPORT' FOR TOP CHG00; 11,j•TH.•SHEAT)1INC .10.Y• OTHERS) HOTL.FUH CQnrILCTIOR' B4OTTOhA C11ORD h, Of YxLLE'T ThUSS TU '. = t `tiE.B . LEtIGTIi H'TTHOUT BRACE I 1'-9`•'kIT'li BRNCE•'I2'-0'. cGl,r1ou11,uss:Le 2•{. 110.2 oLT�IL-••b-Gffl' 12/12 11-4]�THTS'. DES'1G1.1 Cl1ECt:EO FOf� ]20 N-P.H. I UI HD .LOI.D. f - 2.6 110.2 DF -L (DET.D) IT 11'z 1 -A -LL PLATES AAE TO BE HITEK-20-S VLLLLY— 'L Lt: HIVPLII THUS] DLT�IL 0 5 -REVEL VALLEY TRUSSES FOR PLACEHEIIT Ul� VxLLCY T N CUnHL;r; TRUSS;' OR USE DET. "A' tI1U55— USE 2 -[Gd HAIL r*WEUCE HctLEu ( U>,X, UD W.Y.11. INIhD1 .6 --FOR CGIIILECTT'HG• .VAL'LEY TRUSSES TO'TT1uss w/2 - TO,CON_';DH;,TRUS'S•,•:USE"DET.-S' DR 'C' IOtHAILs I �' T- I F. TO.P`. CHORb'.: LATERAL 0'11 ACI IIG fiE(]U'IR,E:D :1S'.LESS::THIJI 'SPACING OF V t L2Y 'TRU$$ES : ('3 {.' . 0: /C. j THEN Tut- CIv,HO Ufjcoww% 1Dgl.T1'OHAL °f'..' ; Rh'C.IHG• TS REQUIRED. �C Thuc.a 0-t. TER.IG:BP� ry..11C SHALL BE NAMED UtTAIL-A SS t•1�M:IH;.r_- • f -v.P-t LLY' I Trw55 ,AUG ,r `HU11R'VCAll E CLIP I DLTAIL-C DETAIL- U '3' S 1 V , s • I N•ItUGE { `a PAl-(TiAt. HOOF Lk(OUT i to Itl •�— / • / 2,3 ] 5 Y'-0- 10 V -0r {•{ olnT.'51•LICL -%� I 1LI I'LI / -- --- \ 213 u1.x-li-u U —SY6U, ALUOUT �. VALLC.`Y :TRUSS DETAIL 3`i ]'{ 315 +'-0 _unx_. _ 4� 10ii� SEE I•IOIC 110.2/ L 1'1 2' • 3 4�R tic y��"�� •�. �aq�j4 iii• �' -,, _r__ F1.s Di,crl hlo.nl.lion Cof meclor H,rd—rn LunitxrhtiTek 4ndustriea, lne` •.y•- w .•: 1 v rcaI _+.rr, - r+ r+-:r•m 'n. q� .n.r. n.r s•. n—.-cb s, p !! Il.1 Ir �.. .,,;!1 L ¢. Gr.sr '.�t.wn .n K....a 3Iie.Call C.mt Dr. 1110 .. s ItM¢Iw Confo>., CA 1561) y_'.-•'. .n(600IT11S)$1 i.LY (tILil3I.{115 CpIHIM(C)Is11 VR.. Y,1+v4., he h Lr•tr r.w>.tit• q J>.sn.rq• SVr u IM X—T—, W'..DC 11 R CYI YI..,N 1.�..r...ct..a"o `r.L pv.p->... . pa.r .cw•.q o� In..- ..r i.•. y> u r. �. n�a w r_ e.... e.. w�.nosa..l nu.4.a .n..r L. d.6. , u rr iw n� CWIER ME14ER ''p...,Pnu-1s.+i r dM lyr..l..p:xo.,o..I�-�'=4� !l./'� f"`� T Y Lc! a..n:n !DS_ PMIC .n1 IPI. A T W 1 �1 y: rY 2003 INTERIOR BEARING OFFSET DETAIL �0L0frie8, Inca Hd NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RICHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). *(7 1/2" � MAX) BOTTOM CHORD PITCH MAY VARY DOUBLE WEB JOINT SINGLE WEB JOINT r 1 *I I� u 0 • -NOV 13, 20.101 I VVcB � P.aCII�IG F.ECGMMcrdo,^;TrGris I ,S I.-iA/ 0 RACE I I Mitek I'ndusirie s, Inc. M,4 (IMWVI WES FORCE (Ibs.) X-SP.AC� 24"O.C. 43"O.C. 72" O.C. BAY SIZE BRACING MATERIAL TYPE - BRACING MATERIAL TYPE TYPE A I B I C D j6_R::ACIN:GlMATERIAL A B C D p10'-0" 3680 4600 4600 6900 1344 4600 4600 6904034 6382 12'-0" 3154 I 3942 3942 r 5914 1;,44 I 3942 I 3942 ' I 5914 ' 39.42 I 5914 ' 14%0" 2760 ' 3450 ' 3450 ' 5175 1344 3450 3450 5175 3450 r 5175 2453 3066 3066. 4600 1344 3066 3066 4600 ' 3066 4600 i 220P, 2760 2760 I 4140 y 1344 2760 2760 4140 ' 2760 I 4140 20'-0" 2007 2509 2509 3763 1344 2509 2509 3763 2509 1763 -CONTROLLED BY CONNECTION GENERAL NOTES TYPE BRACING MATERIALS 1. •X -BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE - ROOF ANGIOR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A O0AUFIEO - - PROFESSIONAL - ' 1 X 4 INO. 45 SYP L THESE CALCULATIONS BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE A -OR- 3. X:BRACING MATERIAL MUST BE SAMESIZE AND GRADE OR BETTER. AS THE LATERAL BRACE MATERIAL, ANO SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS ' 1 X 4 #2 SRS (OF, HF, $PF) ATAPPROX_ 15 OEGREESANO SHALL BE"LEOATEACH ENDAND EACH INTERMEDIATE TRUSS WITH 2.16d COMMON WIRE NAILS. ('3 -led NAILS FOR 2X6 MATERIAL) /. CONNECT LATERAL BRACE TO EACH TRUSS WITH TWO 16d COMMON WIRE NAILS. (THREE 16d ' NAILS FOR 2X6 LATERAL BRACES) B 2 X 3 93, S TO, CONST (SPF, OF, HF, OP. SYP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY, FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT t 93, STO, CONST OF, HF, OR SYP) OS8.89 7remp RARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND HIB -91 J C 2 X 4 (SPF, HANDLING INSTALLING AND BRACING FOR RECOMMENDATIONS FROM TRUSS PLATE INSTNUTE, - 583 O•QNOFRIO DRIVE, MADISON, WI. 53719. • 7. SEE SEPERATE TRUSS ENGINEERING FOR DESIGN OF WEB MEMBER. D 2 X 6 #3 OR BETTER (SPF, OF, HF, OR SYP) - e. THE 14d NAILS SPECIFIED SHOULD BE 3.5' LONGANO 0.167 -IN OLAMETER, IN ACCORDANCE ' _ WITH NOS 1991 • NOTE: FOR A SPACING OF 24' D.C. ONLY. MrTEK STABILIZER TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A a. C ANO O BRACING MATERIAL CROSS BRACING FOR STABILI—z-AS ARE TO BE PROVIDED AT SAY SCE INOICATEO ABOVE WHERE DIAPHRAGM BRACING IS REOUIREO AT PITCH BREAK S• STABtU=-AS MAY BE REPLACED WITH WOOO BLOCKING. SEE STAS(UZER W TRUSS ERACG. INSTALLATION GUME AND PRODUCT SPECFICATIOAI 1I* is y L ` • Litt 7i: L, � ..: i is EXP JUNE 30, 20U44 yr Cl' JL `> ,�� C. WF��Fj01 c? tr - m u C45901 v' a norizonLal Blockiriq EXP. Q6l3Ql07 MATERIAL yt' (One (eg,Of X, -bracing shown dashed for drawing Clarity., - ::This:leg will require, horizontal blochirig TP.U55 wE3 hezf to the. tap and boCom chord.sa it attaches to the brace plane) - i _ - MEMBERS _ - - SItIYING=.Verify,�desiyri pdrameters a.nd READ NOTES'ON.TiZIS AND REVERSE SIDEBEFORE USE. ,. jri'alid: fLj�.,usEi':oniy:v ith MRek connectors. This design is based only upon parameters shown, and is for on individual building component to be Ied;Lirid.loadetl ve(ftcaily: Applicability, of des(gn parc3meteIS and proper incorporation of component is responsb)lity of building gesigner - not truss Ane , Brac'in : shown Ls for latera! support of individual web membeis only. Addttlonal femporary bracing to Insure stability during cons ruction is the st • th res onsibility of the building designer. For general guidance 6isibllty of.. a ere" . Additional permanent bracing of the Overall rucnlre Is e p ding_fdbitcation quality confrol, storage, delivery, erection cod bracing: consult QST -aa Quality Standard, DSB-69 Bracing Specification, and HIB 91 ti 11 7 riing.installing and,Bracing Recommendation Ovafiable, from Truss Plate Institute ; 583 D'Onofrio Drive. Madison. WI 63719. ' Q �/ ( 7 i t �RAGE PER' TRU55 y�Fti� I -� 1� T � F- 1� � lop G b" 0. G. TT F. �GE WITH M�-WEA (2xb Nix.; (3 (2 P, �Rf�GE HUST Do %" THE LENGTH of THE Wa. THIS PE.TAIL lb To USEP ks AH AOR =bL -i�o te r. '.LA F- AL TRLjb �, �� 2+" 0-(,- TY ?Rod' Vo,,� �RAGE PER' TRU55 y�Fti� n�pC�TG WITH 2-Ior NO, 004991,9. EY.29-30 ff.;. RE�TF-AINT , irNp OF �F-p \ F l�r�t REFER TO -ql �bUHHARY T .. bHE -r FOR REGOHHENpkTIONE . 0r THE TF -U55 PLATE INSTUTI. AUG19 .9 2.603 �__ .s S la is FLOOR IF01 FLOOR, ± 1 11 I GENERAL DETAIL 6720 (optional) T, C. CUT, DRILLED. OR NOTCHED IN 1STPANEL AT EITHER END MIN. 6" FROM END OFT.C, MAX. Scala=l:: SPAN AND HEIGHT AS SHO)/1/N IN CHART BELOW, 1\10 OTHER EXISTING DAMAGE TO TRUSS-. NOT DISTURBED NOT.DISTURBED °,j4 413 II 4-0-0 1x3 II 3x6 FP= 4-0-0 1x] II 1� ADD ON Ore _ , .1x3 II 3x4= lx] II 3x4 = 1x3 II 4x8 = 1 3 = 1 2 3 d . " - __ . __ _.. 9x9 = 4x10 = 3x17.5 M18 FP= 3x4 =3x4 = N1AX LENGTH OF DAMAGE TO BE NO MORE THAN 5" AND PLATES ARE NOT DISTURBED. LOADIN!Sp , SPACING 2-0-0 CSI TCLL 40: Plates Increase 1.00 TC 0.51 TCOL' 10.0 Lumber Increase 1.00 BC , 0.99 .8CLL . 0.0 . Rep Stress Incr YES _ WS' .0.73 BCOL '; 10.0 Cade UBC97/ANSI95 (A latrtx) 21-M 21-M 4x10 = MIN. LUMBER SIZE AND GRADE: T.C. = 4X2 SPF 165OF 1.5E B.C.= 4X2 SPF 1650F 1.5E WEB = 4X2 HF STUD is 4xa = . fvW( LOADING: (PSF) SPACING = 24" O.C. LOAD CASE(S) STANDARD DEFL In (lac) Well PLATES GRIP Vert LL -0.41 14 >604 _ M20 185/144 Vert(TL) ' -0.63 14-16 >394 NI16 127/82 Harz(TL) 0.12 11 n1a SPAN 1st LC LL Min Well = 360 Weight: 84 Ib BRACING Thiv repi ir.vwas::designed using a description of existing conditions as 14-0 TrT CHORD 4 X 2 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-•0 cc purlins, except end verticals. CHORD 4 X 2 SPF i65DF 1.5E BOT CHORD Rigid ceiling directly applied ar'10-0-0 ac bracing. .S 4 X Z HF Stud REACTIONS (Ib/size) 17=123910-3-8, 11=1239/0-3-8 FORCES -Db).- First Load Case Only TOP CHORD 17-18=101, 1-18=101, 11-19=101, 10-19=101, 1-2--5,2-3=3528, 3-4= 528.4-5=47 26, 5-6=11726, 6-7=-4726, 7-8=3 8Of CHORD 16-17=2049,15-16=4366,14-15=4366, 13-14=4726, 12-13=4366,11-12=2049 ; . WEBS • 9-11=2320, 2-17=2320, 9-12=1688, 2-16=1688, 8-12=237, 3-16=237, 7-12=956, 4-16=956, 7-13=411, 4-114=411, 54 NOTES 1 This truss has bean checked for unbalanced loading conditions. 2 All plates are M20 plates unless otherwise -indicated. 3 .This truss figs been dgsigned with ANSI/TPI 1-1995 criteria..-_ 4 Redimmend 216 strangbacks, an edge, spaced at 10-¢0 an center and fastened to each truss with 3-16d nails. Strangbacks to ras.4ined by otherrmeans. _ q LOAD CASES) Standard ry 5PlIa I . 3.5' i €' sem- n' _ ,-L 0 11111 • 'NOT DISTURBED NOTCH OR MITEK PLATES Gen eraf Repair Notes: CUT AND REMOVED' OR DRILLED HOLE 6720 This repair is for. cutting, drilling or patching T.C. iir I" panel at either end as shown, 6" of T.C. at either end -arid plating=mast not be disturbed. All other lumber and plates are intact and undisturbed. ' * . ' • THIS REPAIR IS FOR FLOOR TRUSSES WITH SPAN AND !HEIGHT SPECIFICATIONS AS SHOWN ON ENGINEERIlNG. • Truss must be two point B C bearing have webs from B C (bearing) to T C in first aanel. truss symmetry may vary and chase location must stay within center 1/3 of truss– see original truss engineering. Truss mav'. have no other existing damage. Shote truss to. original geometry prior to repair. Attach 2x'4 SPF 165OF 1.5E add ons as shown nailed to each face of truss w/1 Od gun nails -(0.13I" dia. By 3" long) l:l oav(s). c{r�.3" ox. chords and webs. Nails -to be'placed with sufficient edge distances and end distances '-as-ia'prevent, plitting of wood members. Attach bracing and sheathing to repair: Add on to one face -may be fieu,of add on to -both faces where conditions allow only ane face to be repaired. Do not damage 4P 13=147 MICHAEL MALLML A. rr @. o fIfE's Sly A. IT mAb�O ,AUG 19 2003 _ ,If ver(ical,laid at end of truss exceeds 1000 lbs. and no blocking panel NIIN. TRUSS NIAX. TRUSS NLA:. TRUSS.. : exisLs ;,venc�al.;blocking (by others) is recommended. HEIGHT HEIGHT SPAN , iti(echanical, if in the way, is to be relocated to accommodate repair. Do not use below 1-4-0. Thiv repi ir.vwas::designed using a description of existing conditions as 14-0 1=5-15 13.0-0 ::Rrq�!ided:by:others. 1-6-0 1-11=15 21-0-0 ;:The:"truss designer performs no field inspection of trusses.. n 2-0-0 3-0-0 26-0-0..:' Do not use above :-0-0. 9-: I0 I0 1• SOUTHERN NEVADA r;_JNCMA -COMPONENT SNCMA MANUFA.CTUREWS ASSOCTATION 10/20/00 To Whom It May Concern: Re: Floor and Roof Truss Overloads The members of the Southern Neva da'Component Manufacturer's Association will NOT - warrant any.products that have been overloaded during construction by "stacking' of. gypsum wallboard, plywood or other types of sheathing'or.various building materials. The amount of materials that may be supported without overloading is the roof or floor truss design Dive load., As "an example, 20 sheets of material weighing 2 lbs./sq. ft. will total 40 psf, the typical -residential floor design.live load; and the entire floor area may be loaded with stacks of 20 sheets or less. Typical residential floor trusses will support 20 sheets of 1/2" gypsum wallboard, 16 .sheets of 5/8" wallboard or 16 sheets of 3/a" structural sheathing' Typical residential roof trusses will support 10 sheets of 1/2" structural sheathing. -:--Additional.-materials-may-be-stored-if:-- The l.-materials maybe_stored_if:—_The trusses are adequately shored (prior to "stacking' materials) through to the slab below. Shoring is :in place before the •loading.occurs. Shoring placed at the bottom chord of the truss will not prevent overloading. Shoring is located at the underside of the roof or floor sheathing, or is.located at the underside to the truss 'top chord. Care should be taken to avoid crushing of the truss member. Y Shoring is properly designed, supported and installed by others. - Repair. of trusses that have been overloaded is not feasible: Trussed that have been :overloaded must be _replaced or all warranty is voided. Please refer to each member's .:. .proposal and contract.foc specific warranty provisions. SOUTHERN NEVADA COMPONENT,MANUFACTURER'S ASSOCIATION .. 491 N. Berg Street Noith Las Vegas, Nevada 89031 5k^ -k`' i 0 JoD Tim Trus aTyNA po r `pEtiiO i,•- Cil f1G•Ui.'� PIGGYklJ�C1C I +• I PROVIDE ADEQUATE -CONNECTION .TO TRANSFER OUT -OF -PLANE LOADS FROM PIGG1 RACKTO i4kltd TRUSS.. FOR PITCHED > 8112 ATTACH A i O'-0' LONG 2X4 02- H.F. OR BTR SCAB TO ONE FACE OF TRUSS WITH 2 -ROWS OF 10q• OMMON WIRE NAILS SPACED AT 6' O.C. • b e_[� IM."(I H !4 n'1 2X4 CONTINUOUS PURLINS. ATTACH WITH 2-10D NAILS INTO EACH MEMBER. FOR SPACING REFER . -TO TOP CHORD BRACING`REQUIREMENT ON BASE TRUSS ENGINEERING (48' O:C.IMAX) rHIS.TRUSS IS DESIGNED TO SUPPORT VERTICAL LOADS AS DETERMINED BY.OTHERS. VERIFICATION OF LOADING, DEFLECTION LIMITATIONS, FRAMING METHODS, WIND BRACING OR OTHER: LATERAL BRACING THAI' IS ALWAYS REQUIRED, IS' RESPONSIBILITY OF THE.PROJECT ARCHITECT OR ENGINEER.ADDIT)ONALTEM•PORARY AND PERMANENT BRACING FOR STABILITY DURING --AND AFTER INSTALLATION THAT IS - ALWAYS RECOMMENDED, IS THE RESPONSIBILITY OF THE PROJECT ..ARCHITECT OR ENGINEER (FOR GENERAL GUIDANCE SEE HIB -91 FROM TPI). ! STANDARD PIGGYPACK DTc':..�A:�FI`.► R o'F P�� u�u�� Gum" -r i:: Hci'1-i i;»'1', PGo�rE MAI lel i I'Ib t�"I'tIUP TO 1�� `. LAI rAL Fo[-c= . F 'w. / B"XB"Xlrr CDX PL'(WOOD,.ATTACHED TO EACH ` FACE -WITH 4-8D NAILS INTO EACH FACE OF EACH MEMBER' —OR - 6'X4" 20GA NAIL ON PLATE ATTACHED TO EACH -- FACE WITH THREE 1-1rr LONG 11GA NAILS INTO -EACH FACE OF EACH MEMBER .-OR- 1-:PAIR OF SIMPSON H2.5 -(OR EQUAL). ONE CONNECTING PURLIN TO PIGGYBACKTRUSS AND ONE CONNECTING THE PURLIN TO THE BASE TRUSS (48- O.C. MAXIMUM) - *PLYWOOD GUSSETS O.C. SPACING AT REQUIRED TIC BRACING FOR BASE TRUSS (48"MAIX,'.J.. ION DETAIL, _ AUG 'i I• E.B. 1, 2000 I FV7100. �-� o0 o0 L I , U a . full T etc Industries, Inc: EE/;RING. BLOCK DE T F,IL. I 1:E ER TO INDIVIDUAL TRUSS-GESIErd - FOR PL -.T E SIZES r^v\10 LU1,,iaER GFaDES 'IMPORTANT This detail to be used only ,viih one ply trusses With a D.O.L. lumber increase of 1.15 or higher. Trusses not firing these criteria should be examined in.dividuafly. -3-8 ACTUAL BEARJNG SIZE •MINIMUM 1 EEL HEIGHT 1 12' BLOCK CASE 1 BRG BLOCK TO BE•SAME SIZE, GRADE, & SPECIES AS EXISTING 8dTTOM Cl APPLY -TO ONE FACE OF OTES: I_ USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE ENO DISTANCE. EDGE DISTAACE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTINd OF THE W000, 1. NAILS OESIGNATEO ARE -1 Od (.131- DIAM. x 3I - ST-BLCK1 PF-ge 1 Or i BEARING BLOCK & WOOD 8EARING ALLOWABLE LOADS ALLOWABLE LOAD IIbI TOTAL EQUIVALENT BEARING LENGTH. 3845 0-4-9 - 4136 0-4-5 2862 04-11 2957 : 0-4-10 4359 0-5-2 4553 0-4-13' 3230 0-5-5 BOTTOM CHORD 517E LUMBER ALLOWABLE REACT [ON 8E4RING BLOCK ,411 GRADE IIbI ALLOWABLE LOADS NAILING PAT I ERN 0-5-12 SYP' 2966 929 2x4 BOTTOM CHORO OF 3281 855 2 ROWS @ 3- O.C. • rof the erector. Additional permanent bracing of the overall structure Is the responsbilfty of the building de gher..For general, guidance " (egdrdrig fabrication, quality control; storage, delivery, erection and bracing, consult QSr-88 Quaifty Standard, DSB-89 Bracfng Specification, and .HIM] Handling 18 TOTAL NAIL51 HF 21.26 736 SPF 2231 726• SYP 2966 1.393 2x6 BOTTOM CHORD OF 3281 1282 ' 3 RQWS @ 3' O.C. HF 2126 1104 112 TOTAL NAILS) SPF'- 2231 1089 SYP 2966 1858 2x8 BOTTOM CHORDOF 3281 1710 �a ROWS @ 3' O.C. HF 2126 1472 16 TOTAL -NAILS) • sPF 2231 1452 •MINIMUM 1 EEL HEIGHT 1 12' BLOCK CASE 1 BRG BLOCK TO BE•SAME SIZE, GRADE, & SPECIES AS EXISTING 8dTTOM Cl APPLY -TO ONE FACE OF OTES: I_ USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE ENO DISTANCE. EDGE DISTAACE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTINd OF THE W000, 1. NAILS OESIGNATEO ARE -1 Od (.131- DIAM. x 3I - ST-BLCK1 PF-ge 1 Or i BEARING BLOCK & WOOD 8EARING ALLOWABLE LOADS ALLOWABLE LOAD IIbI TOTAL EQUIVALENT BEARING LENGTH. 3845 0-4-9 - 4136 0-4-5 2862 04-11 2957 : 0-4-10 4359 0-5-2 4553 0-4-13' 3230 0-5-5 3320 0-5-3 ' 4824 '0.-5-11 4991 H F = 405 psi =' SPF `= 425 psi 3598 0-5-14 3683 0-5-12 POR BEARINGS NOT NEARER TMM 3- TO THE -END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.10 ;m�aai EXP Je;Aic r. rya.• Kg A{a. 09a�,d(s✓ Of ESSZO �r: 2 �'J2 r A6901 m r . .. X .LOADS EASED ON FOLLOWING Fc PERPENDICULAR VALUES: ,t ,, EXP, 06!30/07, ,F = -S YP = 565 psi ' DF = 625 psi •`?':: H F = 405 psi =' SPF `= 425 psi �� _ - 'ALLIES. 00 NOT INCLUDE 1vISR LUIVIBER.WITI ""E" VALUES r (i JHA 1,900,040 PSl OR'NON-DENSE'GRADE LUMBER. r� Wii:... ;. rY� tifllNG = fy Verid6;i_4A.parameters eta d-READ.14OTES :ON THIS'AND REVERSE SIDE BEFORE USE-:-.. ': >' � - ' •'� - �""" `' '. �'- "� �''� - �-.� �®. ; " ' . Design vald for use only with Mfrek.6o n6ectors. This design Is based onfy upon parameters shown, and Is for an indnriduai building component'tp be wilted End loaded vertically. Applicability of design parameters and proper incorporallon of component is responsibility of building designer - not tars, =. designer.' Bracing shown is.iar-lateral support of individual web members onry. Additional temporary bracing to insure stobirrly during construction. is the espdnslbMy _JA .- • rof the erector. Additional permanent bracing of the overall structure Is the responsbilfty of the building de gher..For general, guidance " (egdrdrig fabrication, quality control; storage, delivery, erection and bracing, consult QSr-88 Quaifty Standard, DSB-89 Bracfng Specification, and .HIM] Handling :': Installing and Bracing Reconimendatfon'avoilade from Truss Plate Institute. 583 D'Onofrfo Drive, Modisorf. WF53719. • ST-STRGSCK LATERAL BRACING RECOMINIENDATIO(''�1S A•UG. ic, 2001 I I TO MINIMIZE VI8PATION CONINION TO ALL SWILOW•FP,ANIING SYSTEMS, 2x6 "S T ROINGBACK" '` TEP.,,,L SUPPORTS SHOULD SE LOC"TED EVERY E TO 10 FEET ALONG A FLOOR TRUSS. STPONGSACK MAY BE POSITIONED DIRECTLY UNDER. THE TOP CHORD OR fly DIRECTLY ABOWE THE BOTTOM CHORD. SECURELY FASTEN-TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. ATT ACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE a SCAE WITH 1od EDGE OF CHORD IN I O EDGE OF USE METAL FP .nnlnlG ATTACH To VERTICAL f3) S EDGE O CHHACK (D I NOT USE O _ COMMON WIRE NAILS STPD ALL TYP- 0 Noi/S�) ,. • ANCHOR TO ATTACH WEB WITH 3 10d E TO TOP CHORD\ CONFhiI`ON WIRE NAILS / r•�'~:�:' •; y'� �, l �...•, fr• EY.r JUidc 30, 2 :•Gi � �v . BLOCKJNG BEHIND THE ATTACH 2z4 VERTICAL TO FACE �^ ° 0 9fl,, - j VERTICAL WES IS OF TRUSS. FASTEN TO TOP AND ATTACH TO CHORD RECOMMENDED WHILE BOTTOM CHORD WITH (2) - 10d WITH TWO #'12 % 3' NAILING THE STRONGB.ACK \ COMMON WIRE NAILS IN EACH CHOP,D WOOD SCREWS (216- DIAM.) USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH WES WITH (3) - 10d SCAB WITH (3) -10d EDGE OF CHORD INTO EDGE OF TO BOTTOM CHORD COMMON WIPE n1AILS COMMON WIRE NAILS STRONGSACK (DO NOT USE DRYWALL TYPE-SCREWS) — � - - - - - - 2:r6 AS TRUSSES. 4_0_0 REQUIRED (TYPICAL SPLICE) SLOCKIt,IG' _ • SIDEWALL rCPnt 2? O FESS/0,I,. C. THE STRONGBACKS SHOULD EITHER. BE SECURED TO ADJACENT PARTITION WALLS OR ALTERNATE 'X'-BRIDGING SHOULD BE USED TO TERMINATE THE c1 fill BRACING MEMBERS. 4F SPLICING IS NECESSARY, USE A 4'-0" LONG SCAB C C 46"'01. a CENTERED OVER THE SPLICE P.ND JOIN WITH (12) -10d NAILS EQUALLY SPACED. EXP Gv/311/07 =:ALTEP,NATE METHOD OF.SPLICING: ,- QVEfCAP STRONG2AC1: MEtvIBERS A MINIMUM OF 4'-0" AND FASTEN ,G�J%." ' WIT,H'(1:2j - 10d COMti(-ON WIRE NAILS STAGGEREDANO EQUALLY SPACED. (FO Bf'.USED ONLY WHEN STRQNGQACK IS NOT ALIGNED WITH A VERTICAL) i �``=`-STR'0NG8ACK BRACING ALSO SATISFIES THE I ATER.4L'BRACING 'r::R.E DIRE l!AE!`ITS FOR -THE. BOTTOM CHORD OF:THE TRUSS. .2.5� :SiR1YIlVG.'�VeriJy:descgnparameLersandREP�NOTES ONTHIS.tLVDREVEMSESIDEBEFOREOSE..':•r•'• Design va4d,fgrvs -drily with MTek connectors. This design is hosed only-upori parameters shown. and is loran indMdual building coinponeni to be Irutalfecl pnd IoodEd`verticaly. Applicabillty-of design pararlteters and proper incorporation of component is respoTibility of building designer - not'tnasss designer.'B(dcing?shown is for lateral support of individual web members drily. Additional temporary bracing to insure stability during construction is the resporis(bility.o .ihe:erector. Additional permanent bracing of the oveiall structure Is the responsibility of the building designer. For general guidance _ Ore gan:krig.`fa6rkatlon, quality Control, storage, delivery, erecflon and bracing. consult QSFS8 Quality Standard. DS3-89 Bracing Specification. and HIB-91.,- Hbridlln6Installlh and Bracing Recommendation avoloble from Truss Plate Institute.-S83 583 D'Onbfrio Drive. Madison; WI 53719. 7.1! 7 7 ;?: `•:.i`_% n: V • r AC Q HOUSTON • LUMBER COMPANY "Lumbermen Since 1884" •