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0006-204 (SFD) (2)Carole Christensen, Certified Energy Analyst, E� Title -24. Energy Calculations September 14, 2000. ENERGY CALCULATIONS FOR: { Stein & Associates 41-945 Boardwalk, Suite K H Palm Desert, Ca 92211 PROJECT: Dutfield Residence 6082.58 sq.ft. Custom Home 78-642 Talking Rock turn The Traditions La Quinta, CA 92253 Standard Proposed Compliance r. 46.01 41.49 +4.52 CTZ-15; 19.5% fenestration Dual wood fenestration - Default, Std. Drp. Walls R-19; Attic.Roof R-38; Cathedral Roof R-30; Duct R-4.2 AFUE 80%, SEER .14.0 ALL.ZONES One 100 gal gas water heater, RecircTimetemp-- -- One 50 gal gas water heater EF.58, RecircTimetemp Table of Contents CF -IR MF -IR r C -2R t . 3-R HVAC LA Q lJ I NTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE ��BY `�C 1 lGE C -O f 47-596 Lake Canyon Drive, Aguanga, CA 92536 1-800-735-8152 Member CABEC - California Association of Building Energy Consultants 4. Carole Christensen, Certified Energy Analyst, E� Title -24. Energy Calculations September 14, 2000. ENERGY CALCULATIONS FOR: { Stein & Associates 41-945 Boardwalk, Suite K H Palm Desert, Ca 92211 PROJECT: Dutfield Residence 6082.58 sq.ft. Custom Home 78-642 Talking Rock turn The Traditions La Quinta, CA 92253 Standard Proposed Compliance r. 46.01 41.49 +4.52 CTZ-15; 19.5% fenestration Dual wood fenestration - Default, Std. Drp. Walls R-19; Attic.Roof R-38; Cathedral Roof R-30; Duct R-4.2 AFUE 80%, SEER .14.0 ALL.ZONES One 100 gal gas water heater, RecircTimetemp-- -- One 50 gal gas water heater EF.58, RecircTimetemp Table of Contents CF -IR MF -IR r C -2R t . 3-R HVAC LA Q lJ I NTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE ��BY `�C 1 lGE C -O f 47-596 Lake Canyon Drive, Aguanga, CA 92536 1-800-735-8152 Member CABEC - California Association of Building Energy Consultants CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF -1R Project Title.......... Dutfield Residence Date..09/14/00 11:43:16 Project Address 78-642 Talkin D..1- T ******* •••••••• g urn La Quinta, CA *v5.10* Documentation Author... Carole Christensen ******* Building Permi-t-79 Carole Christensen 47-596 Lake Canyon Drive Plan Check Date Aguanga, CA 92536 800-735-8152 Field Check/ Date Climate Zone........... 15 Compliance Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. MICROPAS5 v5.10 File-DUTFIELD Wth-CTZ15S92 Program -FORM CF -1R User#-MP1017 User -Carole Christensen Run-WD80.14R19.38/30.4 100 50 GENERAL INFORMATION Conditioned Floor Area ...... 6082.58 sf Building Type .............. Single Family Detached Construction Type ......... New Building Front Orientation. Front Facing 180 deg (S) Number of Dwelling Units... 1 Number of Stories.......... 1 Floor Construction Type.... Slab On Grade Glazing Percentage......... 19.5 0 of floor area Average Glazing U -value.... 0.58 Btu/hr-sf-F Average Glazing SHGC....... 0.65 Average Ceiling Height..... 11.3 ft BUILDING SHELL INSULATION Component Frame Cavity Sheathing Total Assembly Type Type R -value R -value R -value U -value Location/Comments Wall Wood R-17.8 R-0 R-17.8 0.065 Roof Wood R-11 R-27 R-38 0.025 flat Roof Wood R-30 R-0 R-30 0.036 Cathedral, cathedral SlabEdge n/a R-0 R-n/a F2=0.720 to outside Wall Wood R-17.8 R-0 R-17.8 0.064 To garage, To mech Roof Wood °R-11 R-27 R-38 0.025 attic SlabEdge n/a R-0 R-n/a F2=0.500 to garage, To mech Door n/a R-0 R-n/a R-0 0.033 To garage FENESTRATION Over - Area U- Interior Exterior hang/ Orientation (sf) Value SHGC Shading Shading Fins Door Left (W) 56.0, 0.550 0.650 Standard Standard Yes window Left (W) 4.0. 0.600 0.650 Standard Standard None Window Left (W) 36.0. 0.570 0.670 Standard Standard None Window Left (W) 4.0. 0.600 0.650 Standard Standard None Window Left (NW) 42.0. 0.600 0.650 Standard Standard Yes Door Back (NE) 64.0. 0.550 0.650 Standard Standard Yes Skylight Horz 8..0, 0.940 0.730 None None None Door Left (NW) 81.0, 0.550 0.650 Standard Standard Yes Door Back (NE) 72.0. 0.550 0.650 Standard Standard Yes Window Back (NE) 22.5. 0.600 0.650 Standard Standard Yes Window Right (E) 13.5' 0.600 0.650 Standard Standard None Skylight Horz 4.0. 0.940 0.730 None None None CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R Project Title.......... Dutfield Residence Date..09/14/00 11:43:16 MICROPAS5 v5.1,0 File-DUTFIELD Wth-CTZ15S92 Program -FORM CF -1R User#-MP1017 User -Carole Christensen Run-WD80.14R19.38/30.4 10050 FENESTRATION Over - Area U- Interior Exterior hang/ Orientation (sf) Value SHGC Shading Shading Fins Window Front (S) 4.51 0.570 0.670 Standard Standard Yes Window Front (S) 4.5, 0.570 0.670 Standard Standard Yes Door Left (NW) 24.0- 0.550 0.650 Standard Standard Yes Window Back (N) 8.0' 0.570 0.670 Standard Standard Yes Window Back (N) 8.0+ 0.570 0.670 Standard Standard Yes Window Back (N) 8.01 0.570 0.670 Standard Standard Yes window Back (N) 8.0. 0.570 0.670 Standard Standard Yes Window Back (N) 8.0' 0.570 0.670 Standard Standard Yes Door Back (N) 160.01 0.550 0.650 Standard Standard None Window Back (N) 30.0. 0.600 0.650 Standard Standard None Skylight Horz 9.0- 0.940 0.730 None None None Window Front (S) 4.0 0.600 0.650 Standard Standard None Window Front (S) 25.0. 0.600 0.650 Standard Standard None Door Front (S) 58.5- 0.550 0.650 Standard Standard Yes Window Front (S) 25.0. 0.600 0.650 Standard Standard None Window Front (S) 25.0- 0.600 0.650 Standard Standard None Door Front (S) 24.0. 0.550 0.650 Standard Standard None Window Left (W) 25.0. 0.600 0.650 Standard Standard None Window Right (E) 4.0. 0.570 0.670 Standard Standard None Window Right (E) 4.0. 0.570 0.670 Standard Standard None Skylight Horz 16.0, 0.940 0.730 None None None Window Front (S) 4.0. 0.570 0.670 Standard Standard Yes Window Front (S) 4.0- 0.570 0.670 Standard Standard Yes Window Front (S) 20.0. 0.600 0.650 Standard Standard None Window Front (S) 25.0. 0.600 0.650 Standard Standard None Window Front (S) 4.0. 0.570 0.670 Standard Standard Yes Window Left (W) 4.0. 0.570 0.670 Standard Standard Yes Window Left (W) 4.0. 0.570 0.670 Standard Standard Yes Window Left (W) 4.0. 0.570 0.670 Standard Standard Yes Window Left (W) 4.0. 0.570 0.670 Standard Standard Yes Window Left (W) 4.0. 0.570 0.670 Standard Standard Yes Window Left (W) 18.0. 0.570 0.670 Standard Standard Yes Door Back (N) 40.0. 0.550 0.650 Standard Standard None Window Back (N) 15.0. 0.600 0.650 Standard Standard None Window Back (N) 15.0. 0.600 0.650 Standard Standard None Door Back (N) 48.0. 0.550 0.650 Standard Standard Yes Window Right (E) 30.0. 0.600 0.650 -Standard Standard None Door Right (E) 37.3. 0.550 0.650 Standard Standard None Window Right (E) 15.0. 0.600 0.650 -Standard Standard None Window Right (E) 4.0? 0.600 0.650 Standard Standard Yes SLAB SURFACES Area Slab Type (sf) Standard Slab 1270 Standard Slab 1154 Standard Slab 1070 Standard Slab 1218 CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R Project Title.......... Dutfield Residence Date..09/14/nn 11:43•,ti MICROPAS5 v5.10' File-DUTFIELD Wth-CTZ15S92 Program -FORM CF -1R User#-MP1017 User -Carole Christensen Run-WD80.14R19.38/30.4 100 50 Equipment Type Furnace ACSplit Furnace ACSplit Furnace ACSplit Furnace ACSplit Furnace ACSplit SLAB SURFACES Area Slab Type (sf) Standard Slab 1371 HVAC SYSTEMS Minimum Duct Duct Tested Duct ACCA Thermostat Efficiency Location R -value Leakage Manual D Type 0.800 AFUE Attic R-4.2 No No Setback 14.00 SEER Attic R-4.2 No No Setback 0.800 AFUE Attic R-4.2 No No Setback 14.00 SEER Attic R-4.2 No No Setback 0.800 AFUE Attic R-4.2 No No Setback 14.00 SEER Attic, R-4.2 No No Setback 0.800 AFUE Attic R-4.2 'No No Setback 14.00 SEER. Attic R-4.2 No No Setback 0.800 AFUE Attic R-4.2 No No Setback 14.00 SEER Attic R-4.2 No No Setback WATER HEATING SYSTEMS Number in Energy Tank Type Heater Type Distribution Type System Factor DHW1 Large Gas Recirc/TimeTemp 1 n/a DHW2 Storage Gas Recirc/TimeTemp 1 0.58 WATER HEATING SYSTEMS DETAIL Tank External Size Insulation (gal) R -value 100 R-0 50, R- n/a Standby Internal Tank Recovery- Rated Loss Insulation System Efficiency Input Fraction R -value DHW1 Pilot Light Large .803 n/a .0172 R-16 Q SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates non-standard Water Heating System CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 4 CF -1R Project Title.......... Dutfield Residence Date..09/14/00 11:43:16 MICROPAS5 v5.10 File-DUTFIELD Wth-CTZ15S92 Program -FORM CF -1R User#-MP1017 User -Carole Christensen Run-WD80.14R19.38/30.4 100 50 REMARKS 1Zone = Master Suite/den . 2zone = Fam/Kit/Hall/Laund 3Zone = Great Room/Powder/Hall 4Zone = Hall/Ent/Din/Guest 1 5Zone = Guest Suites 2, 3 and 4 COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance 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. When this certificate of compliance is submitted for a single building plan to be built in multiple.orientations, any shading feature that is varied is indicated in the Special Features Modeling Assumptions section. DESIGNER or OWNER Name.... Duane Valencia, Architect Company. Stein & Associates Address. 41-.945 Boardwalk, Ste K Palm Desert, CA 92211 Phone... (760) 8-3696 License6 Signed... l , iJ ,Go ate ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... w Signed.. ate DOCUMENTATION AUTHOR Name.... Carole Christensen Company. Carole Christensen Address. 47-596 Lake Canyon Drive Aguanga, CA 92536 Phone... 800-735-8152 Signed. ate Certified Energy Analyst Carole Christensen, CEPE r r . r r" R 98-99-239 C A 0 E C Col WJ* Awociatlon of,WLldkg Energy Consultants MANDATORY MEASURES CHECKLIST: RESIDENTIAL (page i of 2) MF -1R Note: I.owrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. ms marked with an asterisk (•) may be superseded by more stringent compliance requirements listed on the Certificate of trompliance. 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. Instructions: Check or initial applicable boxes when completed or enter N/A if not applicable. DESCRIPTION DESIGNER ENFORCEMENT Building Envelope Measures: • §150(a): Minimum R-19 ceiling insulation. r / §150(b): Loose fill insulation manufacturer's labeled R -Value. Nl.4— • §150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does not apply to exterior mass walls). • §I50(d): Minimum R-13 raised floor Insulation in framed noon. 'VIA, 111300): Slab edge insulation -water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0perm/inch. § 118: Insulation specified or installed meets insulation quality standards. Indicate type and form. , § 116.17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls I. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field-fabricated)have label with certified U -value, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. § 15(,,` Vapor barriers mandatory in Climate Zones 14 and 16 only. Alla- 1 50(fl: 1500: Special infiltration barrier installed to comply with § 151 meets Commission quality standards. 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilot lights allowed. ✓ Space Conditioning, Water Heating and Plumbing System Measures: 1110-1113: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. §150(i): Setback thermostat on all applicable heating and/or cooling systems. ✓ § 1500): Pipe and tank insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non•recirculating systems, insulated (R4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R•16 combined internal/extemal insulation. 4. All huried or exposed piping insulated in recirculating sections of hot water systems. 5• IL -tg system piping below 55• F insulated. 6. Piping insulated between heating source and indirect hot water tank. July 1, 1999 MANDATORY MEASURES CHECKLIST: 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. Items marked with an asterisk (•) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. 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. Instructions: Check or initial applicable boxes when completed or enter N/A if not applicable. DESCRIPTION DESIGNER ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) ' § 150(m): Ducts and Fans t I. All ducts and plenums constructed, installed, insulated, fastened, and sealed to comply with the ICBO 1997 UMC sections 601 and 603; ducts insulated to a minimum Installed R4.2 or ducts enclosed entirely within conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant or other duct closure system that meets the applicable requiremems of ULI81, ULI81A, or UL181B and other applicable specified tests for longevity given in § I50(m).. 2. Exhaust fan systems have back draft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. / i/ § 114: Pool and Spa Heating Systems and Equipment. 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: At least 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. Gt/ § I I5: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) Lighting Measures: §150(k)l.: Luminaires for general lighting in kitchens shall have lamps with an efriicacy of 40 lumehs/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. § 150(k)2.: Rooms with a shower or bathtub must either have at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternatives to this requirement allowed in § I50(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. / July 1, 1999 COMPUTER METHOD SUMMARY Page 1 C -2R Project Title.......... Dutfield Residence Date..09/14/00 11:43:16 Project Address 78-642 Talkin Rock T ******* ........ g urn La Quinta, CA *v5.10* Documentation Author... Carole Christensen ******* Carole Christensen 47-596 Lake Canyon Drive ..Aguanga, CA 92536 800-735-8152 Climate Zone........... 15 Compliance°Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp,-Inc. MICROPAS5 v5.10 File-DUTFIELD Wth-CTZ15S92 Program -FORM C -2R User#-MP1017 User -Carole Christensen' Run-WD80.14R19.38/30.4 10050 MICROPAS5 ENERGY USE Building -79 Permit Plan Check Date Fie Check/ Date Compliance°Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp,-Inc. MICROPAS5 v5.10 File-DUTFIELD Wth-CTZ15S92 Program -FORM C -2R User#-MP1017 User -Carole Christensen' Run-WD80.14R19.38/30.4 10050 MICROPAS5 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating.......... 3.20 3.31 -0.11 Space Cooling.......... 38.13 32.47 5.66 Water Heating.......... 4.68 5.71 -1.03 Total 46.01 41.49 4.52 *** Building complies with Computer Performance *** GENERAL INFORMATION Conditioned Floor Area..... Building Type.............. Construction Type ... Building Front Orientation. Number of Dwelling Units... Number of Building Stories. Weather Data Type.......... Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -value.... Average Glazing SHGC....... Average Ceiling Height..... 6082.58 sf Single Family Detached New Front Facing 180 deg (S) 1 1 ReducedYear Slab On Grade 5 68965 cf 6083 sf 19.5 0 of floor area 0.5.8 Btu/hr-sf-F 0.65 11.3 ft BUILDING ZONE INFORMATION Floor # of Area Volume Dwell Cond- Zone Type (sf) (cf) Units itioned 1ZONE Vent Vent Air Thermostat Height Area Leakage Type (ft) (sf) Credit Residence 1270 14006 0.20 Yes Setback 2.0 Standard' No 2ZONE Residence 1154 12279 0.19 Yes Setback 2.0 Standard No 3ZONE COMPUTER METHOD SUMMARY Page 2 C -2R Project Title.......... Dutfield Residence Date..09/14/00 11:43:16 MICROPAS5 v5.10 File-DUTFIELD Wth-CTZ15S92 Program -FORM C -2R User#-MP1017 User -Carole Christensen Run-WD80.14R19.38/30.4 10050 Floor Area Volume Zone Type (sf) (cf) Residence 4ZONE Residence 5ZONE Residence Surface 1ZONE 1 Wall 2 Wall 3 Wall 4 Wall 5 Wall 6 Roof 7 Roof 8 Roof 2ZONE 10 Wall 11 Wall 12 Wall 13 Wall 14 Wall 15 Wall 16 Roof 17 Roof 18 Roof 3ZONE 21 Wall 22 Wall . 23 Wall 24 Wall 25 Wall 26 Wall 27 Roof 28 Roof 29 Roof 4ZONE 31 Wall 32 Wall 33 Wall 34 Wall 35 Door 36 Roof 5ZONE 38 Wall 39 Wall 1070 15396 BUILDING ZONE INFORMATION # of Dwell Cond- Thermostat Units itioned Type 0.18 Yes Setback 1218 12300 0.20 Yes Setback 1371 14984 0.23 - Yes Setback OPAQUE SURFACES Area U- Insul Act Solar (sf) value R-val Azm Tilt Gains Vent Vent Air Height Area Leakage (ft) (sf) Credit 2.0 Standard No 2.0 Standard No 2.0 Standard No Form 3 Location/ Reference Comments 95 0.065 17.8 180 90 Yes W.19.2X6.16 253 0.065 17.8 270 90 Yes W.19.2X6.16 224 0.065 17.8 315 90 Yes W.19.2X6.16 84 0.065 17.8 225 90 Yes W.19.2X6.16 164 0.065 17.8 45 90 Yes W.19.2X6.16 833 0.025 38 n/a 0 Yes R.38.2X4,.24F flat 308 0.036 30 225 0'Yes R.30.2X10.16 Cathedral 308 0.036 30 45 0 Yes R.30.2X10.16 Cathedral 194 0.065 17.8 315 90 Yes W.19.2X6.16 76 0.065 17.8 45 90 Yes W.19.2X6.16 80 0.065 17.8 45 90 No W.19.2X6.16 66 0.065 17.8 135 90 Yes W.19.2X6.16 50 0.065 17.8 90 90 Yes W.19.2X6.16 144 0.064 17.8 180 90 No GWALL.R19 To garage 520 0.025 38 n/a 0 No R.38.2X4.24 attic ,290 0.036 30 '225 0 No R.30.2X10.16 cathedral 290 0.036 30 45 0 No R.30.2X10.16 cathedral 57 0.065 17.8 180 90 Yes W.19.2X6.16 66 0.065 17.8 270 90 Yes W.19.2X6.16 96 0.065 17.8 90 90 Yes W.19.2X6.16 88 0.065 17.8 0 90 Yes W.19.2X6.16 21 0.065 17.8 315 90. Yes W.19.2X6.16 120 0.065 17.8 0 90 No W.19.2X6.16 236 0.025 38 n/a 0 Yes R.38.2X4.24 attic 495 0.036 30 180 0 Yes R.30.2X10.16 cathedral 495 0.036 30 0 0 Yes R.30.2X10.16 cathedral 109 0.065 17.8' 180 90 Yes W.19.2X6.16 119 0.065 17.8 270. 90 Yes W..19.2X6.16 298 0.065 17.8 90 90 Yes W.19.2X6.16 372 0.064 17.8 180 90.No GWALL.R19 To garage 24 0.033 0 180 90 No None To garage 1202 0.025 38 n/a 0 Yes R.38.2X4.24 attic 119 0.065 17.8 180 90 No W.19.2X6.16 418 0.065 17.8, 180 90 Yes W.19.2X6.16 COMPUTER METHOD SUMMARY - Page 3 C -2R Project Title ........... Dutfield Residence Date..09/14/00 11:43:16 MICROPAS5 v5.10 File-DUTFIELD Wth-CTZ15S92 Program -FORM C -2R User#-MP1017 User -Carole Christensen Run-WD80.14R19.38/30.4 10050 OPAQUE SURFACES Area U- Insul Act Solar Form 3 Location/ Surface (sf) value R-val Azm Tilt Gains Reference Comments 40 Wall 457 0.065 17.8 270 90 Yes W.19.2X6.16 41 Wall 103 0.065 17.8 0 90 No W.19.2X6.16 42 Wall 162 0.065 17.8 0 90 Yes W.19.2X6.16 43 Wall 287 0.065 17.8 90 .90 No W.19.2X6.16 44 Wall 113 0.065 17.8 90 90 Yes W.19.2X6.16 45 Wall 239 0.064 17.8 180 90 No GWALL.R19 To mech 46 Roof 252 0.036 30 180 0 Yes R.30.2X10.16 cathedral 47 Roof 252 0.036 30 0 0 Yes R.30.2X10.16 cathedral 48 Roof 271 0.036 30 270 0 Yes R.30.2X10.16 cathedral 49 Roof 243 0.036 30 90 0 Yes R.30.2X10.16 cathedral 50 Roof 477 0.025 38 n/a 0 Yes R.38.2X4.24F flat PERIMETER LOSSES Length F2 Insul Solar Surface (ft) Factor R-val Gains Location/Comments 1ZONE 9 SlabEdge 97 0.720 R-0 No to outside 2ZONE 19 SlabEdge 69 0.720 R-0 No to outside 20 SlabEdge 16 0.500 R-0 No to garage 3ZONE 30 SlabEdge 31 0.720 R-0 No to outside 4ZONE 37 SlabEdge 80 0.720 R-0 No to outside 5ZONE 51 SlabEdge 219 0.720 R-0 No to outside 52 SlabEdge 26 0.500 R-0 No To mech FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade Orientation (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC 1ZONE 1 Door Left (W) 56.0 0.550 0.650 270 90 Standard/0.76 Standard/0.68 2 Window Left (W) 4.0 0.600 0.650 270 90 Standard/0.76 Standard/0.68 3 Window Left (W) 36.0 0.570 0.670 270 90 Standard/0.76 Standard/0.68 4 Window Left (W) 4.0 0.600 0.650 270 90 Standard/0.76 Standard/0.68 5 Window Left (NW) 42.0 0.600 0.650 315 90 Standard/0.76 Standard/0.68 6 Door Back (NE) .64.0 0.550 0.650 45 90 Standard/0.76 Standard/0.68 7 Skylight Horz 8.0 0.940 0.730 180 0_ None/1 None/1 2ZONE 8 Door Left (NW) 81.0 0.550 0.650 315 90 Standard/0.76 Standard/0.68 9 Door Back (NE) 72.0 0.550 0.650 45 90 Standard/0.76 Standard/0.68 10 Window Back (NE) 22.5 0.600 0.650 45 90 Standard/0.76 Standard/0.68 11 Window Right (E) 13.5 0.600 0.650 90 90 Standard/0.76 Standard/0.68 12 Skylight Horz 4.0 0.940 0.730 180 0 None/1 None/1 3ZONE 13 Window Front (S) 4.5 0.570 0.670 180 90 Standard/0.76 Standard/0.68 COMPUTER METHOD SUMMARY Page 4 C -2R Project Title.......... Dutfield Residence Date..09/14/00 11:43:16 MICROPAS5 v5.10 File-DUTFIELD Wth-CTZ15S92 Program -FORM C -2R User#-MP1017 User -Carole Christensen Run-WD80.14R19.38/30.4 10050 FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade Orientation (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC 14 Window Front (S) 4.5 0.570 0.670 180 90 Standard/0.76 Standard/0.68 15 Door Left (NW) 24.0 0.550 0.650 315 90 Standard/0.76 Standard/0.68 16 Window Back (N) 8.0 0.570 0.670 0 90 Standard/0.76 Standard/0.68 17 Window Back (N) 8.0 0.570 0.670 0 90 Standard/0.76 Standard/0.68 18 Window Back (N) 8.0 0.570 0.670 0 90 Standard/0.76 Standard/0.68 19 Window Back (N) 8.0 0.570 0.670 0 90 Standard/0.76 Standard/0.68 20 Window Back (N) 8.0 0.570 0.670 0 90 Standard/0.76 Standard/0.68 21 Door Back (N) 160.0 0.550 0.650 0 90 Standard/0.76 Standard/0.68 22 Window Back (N) 30.0 0.600 0.650 0 90 Standard/0.76 Standard/0.68 23 Skylight Horz 9.0 0.940 0.730 180 0 None/1 None/1 4ZONE 24 Window Front (S) 4.0, 0.600 0.650 180 90 Standard/0.76 Standard/0.68 25 Window Front (S) 25.0 0.600 0.650 180 90 Standard/0.76 Standard/0.68 26 Door Front (S) 58.5 0.550 0.650 180 90 Standard/0.76 Standard/0.68 27 Window Front (S) 25.0 0.600 0.650 180 90 Standard/0.76 Standard/0.68 28 Window Front (S) 25.0 0.600 0.650 180 90 Standard/0.76 Standard/0.68 29 Door Front (S) 24.0 0.550 0.650 180 90 Standard/0.76 Standard/0.68 30 Window Left (W) 25.0 0.600 0.650 270 90 Standard/0.76 Standard/0.68 31 Window Right (E) 4.0 0.570 0.670 90 90 Standard/0.76 Standard/0.68 32 Window Right (E) 4.0 0.570 0.670 90 90 Standard/0.76 Standard/0.68 33 Skylight Horz 16.0 0.940 0.730 180 0 None/1 None/1 5ZONE 34 Window Front (S) 4.0 0.570 0.670 180 90 Standard/0.76 Standard/0.68 35 Window Front (S) 4.0 0.570 0.670 180 90 Standard/0.76 Standard/0.68 36 Window Front (S) 20.0 0.600 0.650 180 90 Standard/0.76 Standard/0.68 37 Window Front (S) 25.0 0.600 0.650 180 90 Standard/0.76 Standard/0.68 38 Window Front (S) 4.0 0.570 0.670 180 90 Standard/0.76 Standard/0.68 39 Window Left (W) 4.0 0.570 0.670 270 90 Standard/0.76 Standard/0.68 40 Window Left (W) 4.0 0.570 0.670 270 90 Standard/0.76 Standard/0.68 41 Window Left (W) 4.0 0.570 0.670 270 90 Standard/0.76 Standard/0.68 42 Window Left (W) 4.0 0.570 0.670 270 90 Standard/0.76 Standard/0.68 43 Window Left (W) 4.0 0.570 0.670 270 90 Standard/0.76 Standard/0.68 44 Window Left (W) 18.0 0.570 0.670 270 90 Standard/0.76 Standard/0.68 45 Door Back (N) 40.0 0.550 0.650 0 90 Standard/0.76 Standard/0.68 46 Window Back (N) 15.0 0.600 0.650 0 90 Standard/0.76 Standard/0.68 47 Window Back (N)' 15.0 0.600 0.650 0 90 Standard/0.76 Standard/0.68 48 Door Back (N) 48.0 0.550 0.650 0 90 Standard/0.76 Standard/0.68 49 Window Right (E) 30.0 0.600 0.650 90 90 Standard/0.76 Standard/0.68 50 Door Right (E) 37.3 0.550 0.650 90 90 Standard/0.76 Standard/0.68 51 Window Right (E) 15.0 0.600 0.650 90 90 Standard/0.76 Standard/0.68 52 Window Right (E) 4.0 0.600 0.650 90 90 Standard/0.76 Standard/0.68 COMPUTER METHOD SUMMARY Page 5 C -2R Project Title....'...... Dutfield Residence Date..09/14/00 11:43:16 MICROPAS5 v5.10 File-DUTFIELD Wth-CTZ15S92 Program -FORM C -2R User#-MP1017, User -Carole Christensen Run-WD80.14R19.38/30.4 100 50 OVERHANGS AND SIDE FINS Window- Overhang Left Fin Right,Fin- Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 1ZONE 1 Door 56.0 8.0 7.0 .1.0 0.0 0.0 0.0 0.0 5.0 0.0 0.0 9.0 0.0 ' 5 Window 42.0 7.0 6.0 2.0 .0.0 0.0 0.0 0.0 2:0 '0.0 0.0 2.0 0.0 6 Door 64.0 8:0 8.0 2.0 0.0 4.0 3.5 0.0 1.0 0.0 0.0 1.0 0.0 2ZONE 8 Door 81.0 9.0 9.0 2.0 0.0 0.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 9 Door 72.0 8.0 9.0 3.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 .3.0 0.0 10 Window 22.5 4.5 5.0 2.0 0.0 0.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 3ZONE 13 Window 4.5 1.5 3.0 L.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 14 Window 4.5 1.5 3.0 1.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 15 Door 24.0 3.0 8:0 4.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 16 Window 8.0 2.0 4.0 1.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 17 Window 8.0 2.0 4.0 1.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 18 Window 8.0 2.0 4.0 1.0 0.0 n/a- n/a n/a n/a n/a n/a n/a n/a 19 Window 8.0 2.0 4.0 1.0 0.0 n/a ri/a n/a n/a n/a n/a n/a n/a 20 Window 8.0 2.0 4.0 1.0 0:0 n/a n/a n/a n/a n/a n/a n/a n/a 4ZONE 26 Door 58.5 9.0 6.5 4.0 3.0 0.0 0.0 0.0 '4.0 3.0 0.0 4.0 3.0 5ZONE 34 Window 4.0 2.0 2.0 2.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 35 Window 4..0 2.0 2.0 2.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 38 Window 4.0 2.0 2.0 2.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 39 Window 4.0 2.0 2.0 2.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 40 Window 4.0 2.0 2.0 2.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 41 Window 4.0 2.0 2.0 2.0 0.0 n/a n/a n/a n/a n/a n/a n/a n/a 42 Window 4.0 2.0 2',,.0 2.0 0.0 n/a n/a n/a n/a .n/a n/a n/a n/a 43 Window 4.0 2.0 2.0 2.0 0.0 n/a n/a n/a, n/a n/a n/a n/a n/a 44 Window 1,8.0 2.0 3.0 2.0 0.0' n/a n/a n/a n/a n/a n/a n/a n/a 48 Door 48.0 8.0 6,.0 2.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a '52 Window 4.0 2.0 2'.0 2.0 0.0' n/a n/a n/a n/a n/a n/a n/a n/a SLAB SURFACES Area Slab Type (sf) 1ZONE Standard Slab 1270 2ZONE Standard Slab 1154 3ZONE Standard Slab 1070 4ZONE Standard Slab 1218 5ZONE Standard Slab 1371 ' COMPUTER METHOD SUMMARY Page 6 C -2R Project Title.......... Dutfield Residence Date..09/14/00 11:43:16 MICROPASS v5.10 File-DUTFIELD Wth-CTZ15S92 Program -FORM C -2R User#-MP1017 User -Carole Christensen Run-WD80.14R19.38/30.4 10050 HVAC SYSTEMS .Duct Tested Duct ACCA R -value Leakage Manual D Minimum Duct System Type Efficiency Location 1ZONE Furnace ACSplit 2ZONE Furnace ACSplit 3ZONE Furnace ACSplit 4ZONE Furnace ACSplit 5ZONE Furnace ACSplit Tank Type DHW1 1 Large DHW2 2 Storage System DHW1 1 Large 0.800 AFUE Attic R-4.2 14.00 SEER Attic R-4.2 0.800 AFUE Attic R-4.2 14.00 SEER Attic R-4.2 0.800 AFUE Attic R-4.2 14.00 SEER Attic R-4.2 0.800 AFUE Attic R-4.2 14.00 SEER Attic R-4.2 0.800 AFUE Attic R-4.2 14.00 SEER Attic R74.2 WATER HEATING SYSTEMS Number in Heater Type Distribution Type "System w• No No No No No No No No No No No No No No No No No No Tank Energy Size Factor (gal) Gas Recirc/TimeTemp 1 n/a Gas Recirc/TimeTemp 1 0.58 WATER HEATING SYSTEMS DETAIL Recovery - Rated Efficiency Input Duct Eff 0.743 0.596 0.743 0.596 0.743 0.596 0.743 0.596 0.743 0.596 External Insulation R -value 100 R-0 50 R- n/a Standby Internal Tank Loss Insulation Fraction R -value .803 n/a ..0172 R-16 SPECIAL FEATURES AND MODELING ASSUMPTIONS Pilot Light 0 *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates non-standard Water Heating System REMARKS 1Zone = Master Suite/den 2zone = Fam/Kit/Hall/Laund 3Zone = Great Room/Powder/Hall 4Zone = Hall/Ent/Din/Guest 1 5Zone = Guest Suites 2,'3 and 4 COMPUTER METHOD SUMMARY Page 7 C -2R Project Title..... Dutfield Residence Date..09/i4/00 11:43:16 MICROPAS5 v5.10 File-DUTFIELD 'Wth-CTZ15S92 Program -FORM C -2R User#-MP1017 User -Carole Christensen, Run-WD80.14R19.38/30.4 100 50 REMARKS CONSTRUCTION ASSEMBLY Page 1 3R Project Title .......I ... .Dutfield Residence Date..09/14/00.11:43:16 MICROPAS5 v5.10 File-DUTFIELD Wth-CTZ15S92 Program -FORM 3R User#-MP1017 User -Carole Christensen Run-WD80.14R19.38/30.4 10050 Parallel Path Method Reference Name . W.19.2X6.16 Description .... Wall R-19 2x6 16oc, Type ........... Wall R -Value ........ 17.8 Hr-sf-F/Btu Framing Material ...... FIR.2X6 Type ......... Wood Description .. 2x6 fir Spacing ...... 16 inches on center Framing Frac.. 0.15 Sketch of Construction Assembly LIST OF CONSTRUCTION COMPONENTS Total Unadjusted R -Values' G. FRAMING ADJUSTMENT CALCULATION Cavity Framing Cavity Material R -Value R -Value Name Description O. FILM.EX Exterior air film: winter value 1. STUCCO.0.88 0.875 in stucco 2. BLDG.PAPER Building paper (felt) 3c. BATT.R19 R-19 batt insul (cavity = 5.5 in) 3f. FIR.2X6 2x6 fir 4. GYP.0.50 0.50 in gypsum or plaster board I. FILM.IN.WLL Inside air film: -heat sideways Total Unadjusted R -Values' G. FRAMING ADJUSTMENT CALCULATION Cavity Framing Cavity Frame R -Value R -Value 0:17 0.17 0.17 0.17 0.06 0.06 17.80. -- -- 5.45 0.45 0.45 0.68 0.68 19.34 6.98 Total. U -Value: (1 / 19.34. x 0.85) + (1 / 6.98 x 0.15) = 0.065 Btu/hr-sf-F Total R -Value: /1 / 0.065 = 15.28 hr-sf-F/Btu CONSTRUCTION ASSEMBLY Page 2 3R Project Title.......... Dutfield Residence Date..09/14/00 11:43:16 MICROPAS5 v5.10 File-DUTFIELD Wth-CTZ15S92 Program -FORM 3R User#-MP1017 User -Carole Christensen Run-WD80.14R19.38/30.4 10050 I Sketch of Construction Assembly. Parallel Path Method Reference Name . R.38.2X4.24F Description .... Roof R-38 2x4 24oc Type Roof R -Value .........38 Hr-sf-F/Btu Framing Material ..... FIR.2X4 Type .......... Wood Description .. 2x4 fir Spacing ...... 24 inches on center Framing Frac.. 0.07 LIST OF CONSTRUCTION COMPONENTS Material Cavity Name Description R -Value O. FILM.EX Exterior air film: winter value 0.17 1. BUILTUP:0.38 0.375 in built-up roofing 0.33 2. BLDG.PAPER Building paper (felt) 0.06 3. PLY.0.50 0.50 in plywood 0.62 4. AIR.RF.3.50 3.5 in & greater air space: heat flow up 0.80 5. BATT.R27.0 R-27 batt insulation 27.00 6c. BATT.RII.0 R-11 batt insul (cavity > 3.5 in) 11.00 6f. FIR.2X4 2x4 fir -- 7. GYP.0.50 0.50 in gypsum or plaster board 0.45 I. FILM.IN.RF Inside air film: heat flow straight up 0.61 ' -Total Unadjusted R -Values 41.04 FRAMING.ADJUSTMENT CALCULATION Cavity 'Framing, U -Value: (1 / 41.04 x 0.93) + (1 / 33.51 x 0.07) _ Total R -Value: Frame R -Value Total 0.025 Btu/hr-sf-F 1 / 0.025 = 40.40 hr-sf-F/Btu U.I/ 0.33 0.06 0.62 0.80 27.00 3.46 0.45 n_Al CONSTRUCTION ASSEMBLY Page 3 3R Project Title.......... Dutfield Residence 'Date..09/14/00 11:43:16 MICROPAS5 v5.10 File-DUTFIELD Wth-CTZ15S92 Program -FORM 3R User#-MP1017 User -Carole Christensen Run-WD80.14R19.38/30.4 10050 Parallel Path Method Reference Name . R.'30.2X10.16 Description .... Roof R-30 2x10 16oc .Type Roof R -Value ........ 30 Hr-sf-F/Btu Framing Material FIR.2X10 Type ......... Wood. Description .. 2x10 fir Spacing ...... 16 inches on center Framing Frac.. 0.10 Sketch of Construction Assembly LIST OF CONSTRUCTION COMPONENTS 0.06 Material 0.62 0.62 Name Description 0. FILM.EX Exterior air film: winter value 1. SHNGL.ASPHLT Asphalt shingle roofing 2. BLDG.PAPER Building paper (felt) 3. PLY.0.50 0.50 in plywood 4c. AIR.RF.0.75 0.75 in (approx) air space:, heat flow up 4f. FIR.2X10 2x10 fir 5c. BATT.R30.0 R-30 batt insul (cavity > 9.25 in) 6. GYP.0.50 0.50 in gypsum or plaster board I. FILM.IN.RF Inside air film: heat flow straight up FRAMING ADJUSTMENT CALCULATION Cavity Total Unadjusted R -Values Framing Cavity Frame R -Value R -Value 0.17 0.17 0.44 0.44 0.06 0.06 0.62 0.62 0.75 -- -- 9.16 30.00 -- 0.45 0.45 0.61 0.61 33.10 11.51 Total U -Value: (1 / 33.10 x 0:90) + (1 / 11.51 .x 0.10) 0.036 Btu/hr-sf-F Total R -Value: 1 / 0.0.36 = 27.87 hr-sf-F/Btu CONSTRUCTION ASSEMBLY Page 4 3R Project Title.......... Dutfield Residence Date..09/14/00.11:43:16 MICROPAS5 v5.10 File-DUTFIELD Wth-CTZ15S92 Program -FORM 3R.. User#-MP1017 User -Carole Christensen Run-WD80.14R19.38/30.4 100 50 Parallel Path Method Reference Name . GWALL.R19 Description .... Wall R-19 2x6 16oc Type ........... Wall R -Value ..:..... 17.8 Hr-sf-F/Btu Framing ' Material ..... FIR.2X6 Type ........ Wood Description .. 2x6 fir Spacing ...... 16 inches on center Framing -Frac.. 0.15 Sketch.of Construction Assembly LIST OF CONSTRUCTION COMPONENTS Material TxTama nc%cnri rpt i r n Cavity Frame T?_VMlnc A_-7=1„0 O. FILM.EX Exterior air film: winter value 0.17 0.17 1. GYP.0.50 0.50 in gypsum or plaster board 0.45 0.45 3c. BATT.R19 R-19 batt insul (cavity = 5.5 in) 17.80 -- 3f. FIR.2X6 2x6 fir -- 5.45 4. GYP.0.50 0.50 in gypsum.or plaster board 0.45 0.45 I. FILM.IN.WLL Inside air film: heat sideways 0.68 0.68 Total Unadjusted R -Values 19.55 7.19 FRAMING ADJUSTMENT CALCULA'T'ION Cavity U -Value: (1 / 19.55 x 0;.85) + (1 / Total R -Value: Framing Total 7.19 x 0.15) = 0.064 Btu/hr-sf-F 1 / 0.064 = 15.55 hr-sf-F/Btu CONSTRUCTION ASSEMBLY Page -5 3R Project.Title........... Dutfield Residence Date..09/14/00 11:43:16 MICROPAS5 v5.10 File-DUTFIELD Wth-CTZ15S92 Program -FORM 3R User#-MP1017 User -Carole Christensen Run-WD80.14R19.38/30.4 10050 Parallel Path Method Reference Name . R.38.2X4.24 Description Roof R-38 2x4 24oc Type Roof R -Value ........ 38 Hr-sf-F/Btu Framing Material ..... FIR.2X4 Type ........... Wood Description .. 2x4 fir Spacing ...... 24 inches on center Framing Frac.. 0.07 Sketch of Construction Assembly LIST OF CONSTRUCTION COMPONENTS Material Cavity• Frame Name Description R -Value R -Value O. FILM.EX Exterior air film: winter value 0.17 0.17 1. SHNGL.ASPHLT Asphalt shingle roofing 0.44 0.44 2. BLDG.PAPER Building paper (felt) 0.06 0.06 3. PLY.0.50 0.50 in plywood 0..62 0.62 4. AIR.RF.3.50 3.5 in & greater air space: heat flow up 0.80 0.80 5. BATT.R27.0 R-27 batt insulation 27.00 27.00 6c. BATT.RII.0 R-11 batt insul (cavity > 3.5 in) 11.00 -- 6f. FIR.2X4 2x4 fir -- 3.46 7. GYP.0.50 0.50 in gypsum or plaster board 0.45 0.45 I. FILM.IN.RF Inside air film: heat flow straight,up 0.61 0.61 ' Total Unadjusted -R -Values 41.15 33.62 FRAMING ADJUSTMENT CALCULATION Cavity Framing Total U -Value: .(1 / 41.15 x 0.93) + (1 / 33.62 x 0.07) = 0.025 Btu/hr-sf-F Total R -Value: 1 / 0.025 = 40.51 hr-sf-F/Btu HVAC SIZING Page 1' HVAC Project Title........ Dutfield Residence Date..09/14/00 11:43:16 Pro'ect Addr 78642 T lk' k ******* ess.......CL ing . -Roc Turn La Quinta,•CA *v5.10* Documentation Author... Carole Christensen ******* Building Permit Carole Christensen 47-596 Lake Canyon Drive Plan Check Date Aguanga, CA 92536 800-735-8152 Field Check/ Date Climate Zone........... 15 Compliance Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. MICROPAS5 v5.10 File-DUTFIELD Wth-CTZ15S92 Program -HVAC SIZING User#-MP1017 User -Carole Christensen, Run-WD80.14R19.38/30.4 100 50 GENERAL INFORMATION Floor Area ................. 6082.58. sf Volume.. ..... ... ....... 68965•cf Front Orientation.......... Front Facing 180 deg (S) Sizing Location............ PALM DESERT Latitude... ....... .... ... 33.7 degrees Winter Outside Design...... 32 F Winter Inside Design....... 70 F Summer Outside Design...... 112 F Summer Inside Design....... 78 F Summer Range ............... 34 F Interior Shading Used...... No Exterior Shading.Used...... No Overhang.Shading Used...... No Latent Load Fraction....... 0.20 HEATING AND COOLING LOAD SUMMARY Heating Cooling Description (Btuh) (Btuh) Opaque Conduction and Solar...... 33422 18539 Glazing Conduction..-. 26157. 23404 Glazing Solar. ................... n/a 41450 Infiltration ..................... 36417 24100 Internal Gain .................... n/a 2100. Ducts.... ......................... 9600 10959 Sensible Load. ..... :............. 105596 120552 Latent Load ....................... n/a 24110 .Minimum Total Load 105596 144663 Note: The loads shown are only one of the cr.iteria�affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside "air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the•HVAC equipment. A_. HVAC SIZING Page 2 HVAC Project Title.......... Dutfield-Residence Date..09/14/00 11:43:16 MICROPAS5 v5.10 File-DUTFIELD Wth-CTZ15S92 Program -HVAC SIZING User#-MP1017 User -Carole Christensen Run-WD80.14R19.38/30.4 10050 HEATING AND COOLING LOAD SUMMARY BY'ZONE ZONE 11ZONE! Floor Area .................... .. 1269.58 sf Volume. ............. .......... 14006*cf Heating Description (Btuh) Opaque Conduction and Solar...... 6315 Glazing Conduction ............... 4714 Glazing Solar .................... n/a Infiltration ..................... . 7.396 Internal Gain... ............... n/a Ducts ......................... 1842 Sensible Load.. .................. Latent Load ...................... Minimum Zone Load ZONE '2ZONE' 202.67 n/a 20267 Floor Area ....................... 11154.31 sf Volume.....' ....................... 12279 cf Heating Description (Btuh) Opaque Conduction and Solar..... Glazing Conduction ............... Glazing Solar.: .................. Infiltration ..................... Internal Gain.......:.,.......... Ducts............................ Sensible Load .................... Latent Load........ ............ Minimum Zone Load 4979 4161 n/a 6484 n/a 1562 17187 n/a 17187 Cooling (Btuh) 4012 4217 10724 4894 420 2427 26694 5339 32033 Cooling (Btuh) 1977 3723 7823 4291 399 1821 20035 4007 24042 41 HVAC SIZING Page 3 HVAC Project Title.......... Dutfield Residence Date..09/14/00 11:43:16 MICROPAS5 v5.10 File-DUTFIELD Wth-CTZ15S92 Program -HVAC SIZING User#-MP1017 User -Carole Christensen Run-WD80.14R19.38/30.4 100 50 ZONE 13ZONEI Floor Area ....................... 1069.84 sf Volume ........................... 15396 cf Heating Description (Btuh) Opaque Conduction and Solar...... 3533 Glazing Conduction......... .... 5912 Glazing Solar .................... n/a Infiltration ..................... 8130 Internal Gain .................... n/a Ducts ............................ . 1758 Sensible Load .................... 19333 Latent Load .................. :... n/a Minimum Zone Load 19333 ZONE 14ZONEI Floor Area....................... 1217.9 sf Volume ............................ 12300 cf Heating Description (Btuh) Opaque Conduction and Solar...... Glazing Conduction .............. Glazing Solar .................... Infiltration. .................. Internal Gain ......... :......... Ducts............................ Sensible Load.,, ..................... Latent Load .......:............. Minimum Zone Load 5563 4840 n/a 6495 n/a 1690 18588 n/a 18588 Cooling (Btuh) 3080 5290 5003 5380 378 1913 21043 4209 25252 Cooling (Btuh). 3287 4331 8004 4298 420. 2034 22374 4475 % 26849 4 HVAC SIZING Page 4 HVAC MICROPAS5 v5.10 File-DUTFIELD Wth-CTZ15S92- Program -HVAC SIZING User#-MP1017 User -Carole Christensen Run-WD80.14R19.38/30.4 100 50 ZONE '5ZONE' Floor Area ....:................... 1370:95 sf Volume ........................... 14984 cf Heating Cooling Description (Btuh) .(Btuh) Opaque Conduction and Solar...... 13032 61.83 Glazing Conduction ............... 6530 5842 Glazing Solar........., ........ n/a 9896 Infiltration ..................... 7912 5236 Internal Gain .................... n/a 483 Ducts ............................ 2747 2764 Sensible Load .................... 30221 30405 Latent Load... n/a 6081 Minimum Zone Load 30221 36487 1 a `%� o Yuma ma Tru's @ Q a - i J V California Branch Yuma Truss Coip.'Office Caln"eomia Branch .' 3075 S. •Ave 4E 78-060 Calle Estado #12 -.Yuma, Az. 85365 r" La Quinta, Ca. 92253 ' Phone: (520) 344-3566 F Phone: (760) 564=1149 Fax: (520) 341-1075 Fax: (760) 564-2259 1 Builder. ` Dutfield Financial Site Location the Tradition. Community f. 78-642 Talking Rock Turn Lot 40 La Quinta, Ca< ! it Wet Signed Engineering Date: August 23' 2000 a X M f`= 7 .Balloon Frem ! 7 2080- t J � H. '� .. ~• - r � `' •, a - ' o ` Balloon Fram v •� �- f •f i ,-• _ -+. •� r • ,-• - _ is •� • 1 T '� r - � - I LA Dutfield •• ame: ut 7e tnanctal escrtptton: russ trans erre rom ayout it , Name: 7 �• Adress: f Ctty , A Tele hone: State: aF x: Mone: ' Duffield LoW 4 , '. Scale: Not to scale Date: 5/07/00' Drawn BY: Armour CI .� ., 07 x Lad a - H/ 76 -2 1 4",Bot tom of steel beam H t HI ilei of giving using 2x a nailer -6" Bottom o Be. t 6 1/ • he truss 1/ a 14" da t 7S ' HI r H ' 7 H73 TY t 73-B 5-12 1 H 1 3-A 'k r 77 ' + • H73 -G ' - 7-2475 .. �. '-O 3 4 PI 10 , 7 , - 1xi.t- •- : - eri span o trusses efts ^ M - _ la cement of 6x1 O beam — . 7 r '-O 3/4" Bottom ofB,,-7b3 • h a. 4' Bottom 0 -GR 10-034 6 ' , -GR + 9 -O 3/4" Bottom o Parralam all monos will hang on excep 04 6 `CL girder which pockets on bee a � . t • - - 7-B-4 5 Q l7 C 5... - -342 C2 7-9-72 f 5 1=0 3 4 PI ry V C -2800 d 2-0-0 - 7 000 2_0-0 - -, -S elfin than - - 2-0-0 - 7 .._ . F -GABLE i , 2-0-0 ' 7 2-0-0 2 _ 2-3640 'l, - CI 7-7-0 7 - . CI 7 Y , t . - C-2000 .' . - • , _ a d .. 7 L X M f`= 7 .Balloon Frem ! 7 2080- t J � H. '� .. ~• - r � `' •, a - ' o ` Balloon Fram v •� �- f •f i ,-• _ -+. •� r • ,-• - _ is •� • 1 T '� r - � - I LA Dutfield •• ame: ut 7e tnanctal escrtptton: russ trans erre rom ayout it , Name: 7 + Adress: Ctty , • `, Tele hone: State: aF x: Mone: ' Duffield LoW 4 , '. Scale: Not to scale Date: 5/07/00' Drawn BY: Armour CI . Q _ t - Y s • x Led • - , �} 0220 , � • �s 027 020 _ a ' OR YSal06 -O 3/4" Bott m o Bae 193 425 2Y Y 7, ' t, N - O-CR.R y - E o Y . v • 91 91-2327 0-2075 ' i. :. _ t - Y s • x Led • - , �} 0220 , � • �s 027 020 _ a ' OR YSal06 -O 3/4" Bott m o Bae 193 425 2Y Y 7, ' t, N - O-CR.R y - E o Y . v • 91 91-2327 0-2075 ' i. :. • 0 .� ., t 1 1 1 1 1 Truss Truss type I Uty Ply A ROOF TRUSS 2 — 1 (optional) uss o. alt orf nE u� x 0y�u(A m — O; Minta Ca 93��4�01�t�1 s �I 14 �66f�711 e n ustnes,Inc. 1 9-6-0 19-0-0 '' q 9-6-0 9-6-0 - 5x5 - t 5.00 rf£ 2 l of 3x4 - 3x8 I I 5 4 3x4 = 1.5x4 II N Fr lO 3x4 - 3x8 I I R3618033 f Scale: 1/4"=1' 9-6-0 i19-0-0 . 9-6-0 9-6-0 Plate [3:0-5-13,0-1-131 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) '1/deft PLATES .' GRIP -: 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.24 1-4 >.941 M1120 197/144, 'TCLL TCDL• 10.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.48 1'4 >465 BCLL 0.0 Rep Stress.lncr VES WB 0.21 Horz(TL) 0.02 3 n/a K BCDL 10.0 Code UBC97/ANS195 1st LC LL Min I/defl = 360 Weight: 72 Ib LUMBER ` BRACING TOP CHORD 2 X 6 OF No.2-G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E ` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std i WEDGE Left: 2 X 4 SPF Std, Right: 2 X 4 SPF Std f 'REACTIONS (Ib/size) 1 = 742/0-5-8, 3 = 742/0-5-8 , FORCES (lb) - First Load Case Only TOP CHORD 1-2=-882, 2-3=-882 BOT CHORD 11-5=801,4-5=801,21-4=801 , 'WEBS 2-4=185 , I NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 2) A plate rating reduction of 20% has been applied for the green lumber members. '3) This truss has been designed with ANSI/TPI.1-1995 criteria. , ' LOAD CASE(S) Standard ROFESSIO ONG � A . * NO. C049919 j EXP 9-3 CP t OF. August 16,2000 1A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual - e mlding component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of omponent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual eb 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 guidanci;� regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Ouatity Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719 . - MITek IndusiTies, Inc. - Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 ' Center plate on joint unless dimensions Indicate otherwise. Dimensions are In inches. Apply plates to both sides of truss and securely seat. 1/8"" —► 1/8+ For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nail Joint/Plate Placement Chart PLATE SIZE The first dimension Is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. J2 J3 J4 TOP CHORDS BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA HUD/FHA ICBO SBCCI WISC/DILHR GANG -NAIL n 86-93, 85-75, 91-28 TCB 17.08 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. �, M� �en MiTek Industries, Inc. ® PANEL TIM!HYDRO A/R ® CLIP 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not -overload roof or floor trusses with stacks of construction. materials. 14. t Do not cut or atter truss members or plate without ,prior approval of a professional engineer. 15, Care should be exercised in handling, erection and installation of trusses. ©1993 Mitek Holdings; Inc.;, Q J5 BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA HUD/FHA ICBO SBCCI WISC/DILHR GANG -NAIL n 86-93, 85-75, 91-28 TCB 17.08 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. �, M� �en MiTek Industries, Inc. ® PANEL TIM!HYDRO A/R ® CLIP 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not -overload roof or floor trusses with stacks of construction. materials. 14. t Do not cut or atter truss members or plate without ,prior approval of a professional engineer. 15, Care should be exercised in handling, erection and installation of trusses. ©1993 Mitek Holdings; Inc.;, Job I russ truss I ype Uty • Nly R3618034• OT40 Al ROOF TRUSS 8 1 , (optional) I uma russ Co. t alt ori nia —GI x oyb(A'm — 2-0 � u��53 4:761,—SR s Jul :14 X60 t e ugtnes, nc. e A� 1a 6T�4�66�Page -0-5-8 9-0-8 0-5-8 9-0-8 9-6-0 Scale = 1:47.3 5x5 5:00rff 3 + 1 f - 4 7NN , I �O oy 3x4 3x4 3x8 II 6 5 3x4 - + ' 3x4 -1.5x4 I I 3x8 4s8 9-0-8 } 18-6-8 0-5-8 9-0-8 9-6-0 P ate Offsets : r1:0—T-T2,0--01-[4:0-�0 0-1=27-[4:0=51,0-1-131 LOADING (psf) SPACING, 2-0-0 CSI DEFL in floc) I/deft } PLATES GRIP = 20.0 Plates Increase 1.25 f TC 0.57 Vert(LL) -0.24 4-5 >928 M1120 197/144., r 'TCLL TCDL10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.48 4-5 >462 BCLL 0.0 Rep Stress Incr YES WB 0.20 Hdrz(TL) :0.02 4 n/a ): BCDL 10.0 Code UBC97/ANS195 1 st LC LL Min I/deft = 360 Weight: 8016 t, BRACING,LUMBER TOP CHORD 2 X 6 OF No.2-G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. - WEBS 2 X 4 SPF Std N r WEDGE ' • , Right: 2 X 4 SPF Std Left 2 X 6 OF No.2 4-8-6 1 `r ,SLIDER REACTIONS (lb/size) 1=733/0-5-8,4=733/0-5-8 FORCES (Ib) - First Load Case Only 1-2=-876,2,3=-876,3-4=-861 - BOT CHORD 1-6=781,5-6=781,4-5=781 + ,TOPCHORD WEBS 3-5 =183 l,. NOTES • i 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC-97. , 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard -� } Y I %OFEssro, Rp��pONG N0' 0049919 Exp 9 ,s? CN T"Au WARNING -Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE 9 ust 16,2000 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual i uildin com onent tobeinstalled and loaded vertically. Applicability of design arameters and proper incur oration of - -4+ 9 P Y PP Y 9 P P P P �mponent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual .' eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanentbracing of the overall structure is the responsibility of the building designer. For general guidance ' regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST-88 Quality Standard, DSB- JW Specification, and HIB-91 Handling Installation and Bracing Recommendation available from Truss late institute, 583 D'Onofrio Drive, Madison, wl 53719 Mitek Industries, Inc. , Symbols PLATE LOCATION AND ORIENTATION 13/, ' Center plate on joint unless ZC3J5 dimensions indicate otherwise. Dimensions are in inches. Apply Ce plates to both sides of truss and securely seat. �A40 c 0 x U a O ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MTek/Gang-Nail Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 ZC3J5 C8 Ce BOTTOM CHORDS Jl J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 401" continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N innBEARING Im! Indicates location of joints at which bearings (supports) occur. MITek Industries, Inc. � ® nTM HYDRO A/R ® GANG -NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. - 13. Do not overload roof, or floor trusses with stacks of construction materials. 150 14. Do not cut, or after truss members or plate without prior approval of a professional engineer. 15. Care should be exercised i6 handling, erection and installation of trusses.. ©1993 Mitek.Holdings, Inc. s Job Iruss russ Iype Oty Fly R3618031 OT46 1A-1735 JR00F TRUSS 2. 1 i (optionap r uma russ Co. Cali orf nia OfTu x uGU( - �wnt'a323Ti SFi1 sJul4 000 Mi a ndustnes, n'—I c�Ded u�l g ifi 14:1-6 5-4 6 1 _ s 9-6-0 19-0-0 9-6-0 9-6-0 1 ■ , 4 tScale: 1/4"=1' - 54 -, ' 5.00 ri F 2 t 1 k ■ , °° 3 1' 04 a0 iop 1 3x4 - 5 4 f 3x4 - ' 3x8 II 3x4 - - 3x8 II 1.5x4 I I s -s -o + 19-0-0 , 9-6-0 La—te-Offif-se-t-s 9-6-0 , ,-[3:0-0-2,0-0-14 — , LOADING (psf) SPACING `ti '2-0-0 } 'CSI DEFL , in (loc)' I/defl '0.24 .PLATES GRIP - 20.0 Plates Increase 1.25 TC 0.63 -:Vert(!L) 1-4 >941 M1120 197/144 'TCLL TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.48 1-4 >465 f BCLL 0.0 Rep Stress IncrYES WB 0.21 Horz(TL) 0.02 3 n/a BCDL 10.0 Code UBC97/ANS195 1st -LC LL Min I/deft,= 360,, Weight: 72 Ib LUMBER CHORD 2 X 6 OF No.2-G BRACING . TOP CHORD Sheathed or 5-3-6 oc purlins. ,TOP BOT CHORD 2 X 4 SPF 1650F 1.4E a BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing..-'' WEBS 2 X'4 SPF Std WEDGE Left: 2 X 4 SPF Std, Right: 2 X 4 SPF Std ,REACTIONS (lb/size) 1 =742/0-5-8, 3=742/0-5-8 Max Grav 1=1134(1oad case 4), 3; 1134(load case 3) . FORCES (lb) - First Load Case Only TOP CHORD 1-2=-882,2-3=-88.2 CHORD 1-5=801, 4-5=801, 3-4=801 ,BOT WEBS 2-4=185 t, NOTES I This truss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. A plate rating reduction of 20% has been applied for the green lumber members. +- ,2) 3) This truss has been designed with ANSI/TPI 1-1995 criteria. ` 4) This truss has been designed for a total drag load of 1735.1b. Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-0-0 for 91.3 plf. , + 'LOAD CASE(S) Standard - OOFESSIO s NO ' * ■ �' � 'C P AiT" fM�2000 Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/, ' Center plate on joint unless dimensions Indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8" —► x/84 - For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nail Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. J2 J3 J4 TOP CHORDS C2 joint and embed fully. Avoid knots and wane J5 at joint locations. a 7C3 Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Fill u C8 c7 ce BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA - 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO SBCCI WISC/DILHR H M 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. o. 1 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane v at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. ,m, Ell MITek Industries, Inc. GPANEL TM HYDRO A/R ® CLIP 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. A" � 13. Do not overload roof or flo%trusses with stacks of construction materials..'—. 14. Do not cut or after truss members or plate without prior approval of_a professional engineer. 15. Care should be ezercised'in handling, erection and installation of -.trusses. ©1993 Mitek Holdings, Inc: ' Job Iruss Iruss lype lty Fly - - R3618032 LOT40 A-GABLE ROOF TRUSS Js 1 (optional) umY a rT uss Co..Lali ornfia 0f$'0 x gqg m 1=20-La umt�2"5"4301—Sul r4 I e n ustnes,nc. e—�6-14:i6:5"5 E600Page 4-9-14 9-6-0 14-2-2 19-0-0 f 1 4-9 14 4-8-2 4-8-2 4-9-14 • Scale: 1/4"=1': 5x5 1 5.00 Fff 3x4 I I 3f 3x4 11 3x4 i V 3x4 II 7:5� 2 3x4 4 3x4 11 _ v 5 1 N 4 II 1. �4 r I N IR � R Ro 4x4 — 1.5x4 II 8 1.5x4 II 7 1.5x4 II 6 1.5x4 II 4x4 - ' 3x8 II 1.5x4 II 3x8 - 1.5x4 II 3x8 II 1.5x4 II 1.5x4 II 1 4-9-14 9-6-0 1 14-2-2 1 19-0-0 ; 4-9-14 4-8-2 4-8-2 4-9-14 I-Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES' GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 _ Vert(LL) -0.05 7-8 >999 M1120 197/144 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.11 7-8 >999 BCLL 0.0 Rep Stress Incr, NO WB 0.34 Horz(TL) 0.05 5 n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min I/deft = 360 Weight: 102 Ib _ .. BRACING TOP CHORD 2 X 6 OF No.2-GTOP CHORD Sheathed or 5-4-12 oc purlins." _ 'LUMBER BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std +. OTHERS 2 X 4 SPF Std WEDGE 2 X 4 SPF Std, Right: 2 X 4 SPF Std 'Left: REACTIONS (lb/size) 1 = 1177/0-5-8, 5 = 1177/0-5-8 f FORCES flb) - First Load Case Only . TOP CHORD 1-2=-2022,2-3=-1457,3-4=-1457,4-5=-2022 CHORD 1-8 =1805, 7-8 =1805, 6-7 =1805, 5-6 =1805 'BOT WEBS 2-8=148, 2-7=-511, 3-7=607, 4-7=-511, 4-6=148 ' NOTES 1) Gable studs spaced at 2-0-0 oc. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. f CASE(S) Standard 'LOAD 1) Regular: Lumber Increase= 1.25, Plate Increase= 11.25 Uniform Loads (plf) Vert: 1-5=-32.0 Trapezoidal Loads (plf) Vert: 1=:.72.0-10-3=-118.0, 3=-118.0-10-5=-72.0 ' _ "Y OQROFE.SSiO pONG yG FtiOi NO. C049919 EXP 9 ' "+ 11> CNI WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16,2000 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual _ udding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of ffportent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual < eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. an Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST-88 Quality Standard, DSB- 9 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendation available from Trues ate Institute, 583 D'Onotrio Drive, Madison, WI 53719 MiTek Industries, lInc.. Symbols PLATE LOCATION AND ORIENTATION 71N Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply C7 ca plates to both sides of truss and securely seat. 0 c O x U a O ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 71N C8 C7 ca BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension Is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBG 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4011, continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N �� TM BEARING M! Indicates location of joints at which bearings (supports) occur. MiTek Industries, Inc. TM HYDRO A/R ® LIP CPANEL OANCi-NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 1996 at time of fabrication, 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided. at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof, or floor trusses with stacks of construction materials. 14. Do not cut or after truss membe s or plate without prior approval of a professional engineer. 15. Care should be exercised in'bandling, erection and installation of trusses. . ©1993 Mitek Holdings, Inca ` 1Job tiB o0 th N O I russ I ype uty ly ROOF TRUSS 11 D ]-2 a Ouinta Ca 92'f53 .261—SR s uT 1 -410 -00 -mil 5-4-4 + 12-0-0 18-7-12 544 6-7-12 6,7-12 i 5x5 - >ti , 5.00 r12 3' stnes, Inc. vv 24-0-0 ' 5-44 i J D I 3x8 11 3x4 - r 3x4 - 3x4 - R3618036 Scale = 1:59.3 B-7-3 I 15-4-13 + 22-3-4 124-0-0 ' 8-7-3 6-9-10 6-10-7 1-8-12' Plate Of sets1:0-0=0'0-1-1 OT(1:0=5131 [ -1 , -1 LOADING (psf) SPACING " 72.0-0 CSI DEFL in (loc) f/deft PLATES GRIP - TCLL 20.0 Plates Increase 1.25 TC 0.23 `. Vert(LL) -0.16 1-9 >999 M1120 197/144. 'TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.33 1-9 >799 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) '0.04 5 n/a BCDL 10.0 Code 'UBC97/ANSI95 ;• list LC LL Min I/defl = 360 Weight: 113 Ib BRACING,LUMBER TOP CHORD 2 X 6 DF No.2-G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std.- WEDGE tdWEDGE Left: 2 X 4 SPF Std, Right: 2 X 4 SPF Std r, I +. 'REACTIONS (lb/size) 1 = 904/0-5-8, 5 = 277/0-5-8, 6 = 703/0-5-8 f - FORCES (Ib) - First Load Case Only TOP CHORD 1-2=-1495, 2-3=-1219, 3-4==1149, 4-5=-260 t BOT CHORD 1-9 =1335, 8-9 = 934, 7-8 =1143, 6-7 =1143, 5-6 = 232 ' 'WEBS 2-9=-256, 3-9=356,3-8=235, 4-8=-102, 4-6=-1101 NOTES * + 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. - " '2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard ' fE.SSiO ONG r ` NO. COM19 1 EXP 9-3 �'9lr CIV11 �P r August 16,2000 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual - uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of _ T omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. �� TM . ' Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Trues late Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION 1 3/a Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. x/84 For 4 x 2 orientaflon, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS cz to CONNECTOR PLATE CODE APPROVALS J5 The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension Is the length parallel 11 3�h U ce c7 ca ICBO BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension Is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 401�� continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane v at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. BEARING Indicates location of joints at which bearings (supports) occur. MiTek Industries, Inc. ® TM PANEL C HYDRO A/R ® LIP GANG -NAIL QD 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown.o, 13. Do not overload roof or floor trusses with stacks of construction materials. °. 14. Do not cut or after truss members or plate without prior approval of a professional engineer. 15. Care should be exercised fn handling, erection and installation of trusses: ©1993 Mitek Holdings, Inc. 1 buss truss type Uty Fly B1 ROOF TRUSS 1 1 (optional) all fa oG$'ullg�ufA'm ]-2� Out Ca 92253 4..2-01 s Jul 14 O MI a Industries, Inc. Wed -Au 2-9-8 - 2-6-12, 9-2-8 15-10-4' 21-2-8 ;2-9-8 2-6-12 6-7-12 6-7-127• 5-4-4 5x6 - F 5.00 ffT2 3 3 co o 10 9 8 7 4x4 = 3x4 - 3x4 - 3x4 - ("I O 11 6 4x6 - 1.5x4 R3618038 Scale = 1:51.8 CNI �Q WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16,2000 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual - �ilding component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of mponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual _ ob 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 guidance =� regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Ouality Standard, DSB- , 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 63719 MITek Industries, Inc. -2-9-8 } 5-9-11 } 12-7-5 I 19-5-12 21-2-8 2-9-8 5-9-11 6-9-10 6-10-7 1-8-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL .- 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.05 8-9 >999 M1120 , 197/144 TCDL 10.0 Lumber Increase. 1.25 BC 0.48 1, Vert(TL) '-0.10 8-9 >999 y ' BCLL 0.0 Rep Stress lncr YES WB 0.61 -Hoiz(TL) 10.04 5n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) e, 1 st LC LL Min I/defl = 360 r Weight: 107 Ib LUMBER , BRACING ' TOP CHORD 2 X 6 DF No.2-G ' ', f TOP CHORD Sheathed or 5-7-9 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.4E ` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Std 1 WEDGE .,. Right: 2 X 4 SPF Std t ' REACTIONS (lb/size) 5=126/0-5-8, 10=788/0-5-8, 6=752/0-5-8 Max Horz 10=-2311oad case 41 �' y Max Uplift5-31611oad case 6) = Max Grav 5=419(load case 3), 10=1318(load case 4), 6 1161 (load case 3) ; FORCES (lb) - First Load Case Only TOP CHORD 1-2=-70, 2-3=-926, 3-4=-1049, 4-5=-374, 1-10=-49 BOT CHORD 9-10= 662, 8-9= 766, 7-8--' 1010, 7-11 =1010, 6-11 =1010, 5-6 = 276 WEBS 2-9=156, 3-9=43, 3p8=254, 4-8=-132, 4-6=-886, 2-10=-916 - NOTES - 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No, 16-B, UBC -97. ' 2) A plate rating reduction of 20%' has been applied for the gieen lumber members. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 Ib uplift at joint 5. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) This truss has been designed for a total drag load of 2330 Ib. Connect truss to resist drag loads along bottom chord from ' 2-9-8 to 21-0-0 for 128.0 plf. LOAD CASE(S) Standard • QROfEssrp"� ONGNO. C049919 * ' _ EXP 9-3 ; CNI �Q WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16,2000 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual - �ilding component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of mponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual _ ob 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 guidance =� regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Ouality Standard, DSB- , 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 63719 MITek Industries, Inc. Symbols � Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 13/, ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in Inches. Apply plates to both sides of truss and securely seat. ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nail Joint/Plate Placement Chart J2 J3 J4 TOP CHORDS C2 C3 CONNECTOR PLATE CODE APPROVALS J5 The first dimension is the width MITek Indust s, Inc. 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 CLIP OANO-NAIL dimension is the length parallel to slots. HUD/FHA C8 C7 ca 1591, 1329, 4922 BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE Im ;a[Indicates CONNECTOR PLATE CODE APPROVALS The first dimension is the width MITek Indust s, Inc. 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 CLIP OANO-NAIL dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBG 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40,10 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Im ;a[Indicates location of joints at which bearings (supports) occur. MITek Indust s, Inc. TM ® PANEL HYDRO A/R ® CLIP OANO-NAIL Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the -responsibility of others unless shown. 13. Do not overload Foof-or floor,trusses with stacks of construction materials. 14. Do not cut or after -truss members or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of,trusses. ©1993 Mitek Holdings,, Inc.' Job I russ I russ I ype uty Fly . R3618037 OT40 1B1-2327 ROOF TRUSS 1 1 umY a (optional) Truss Co. California afX'OrUyl] 'm 1-20Uinta Ca 9775-3-4.-1Ot—SR-1 s JUI 14 OU -191i ek In ustnd—'es, Inc. W-ea-Au�fi 1-4:1 W2-U0O-ami t � + b •e.. r � ' —+ 2-6-12 I+ 9-2-8 . + 15-10-4 21-2-8 ' 2'9-8 ' „ 2-6-124 + . 6-7-12 r r 6-7-12 . `' 5- _ GG. Scale = 1:51.8 5x6 - •� ' ,. ,. �y '. 5.00 FT2- 3 3x6 3x6 ' P ' `14 3x4 II 2 � 4 V cc5 1°p ,, o ' 10 9 8 7 11 6 44 = 4x4 - 3x4 - 3x4 - 3x4 - 1.5x4 ' 2-9-8 5-9-11 12-7-5 19-5-12 y 21-2-8 , 2-9-8 5-9-11• 6-9-10 6710-7 1-8-12 LOADING (psf) SPACING 210-0 +. CSI DEFL in . (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase- - 1.25 TC 0.42 Vert(LL) 10.05 8-9 >999 M1120 197/1441 " ITCDL • 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.10 8-9 >999 BCLL 0.0 Rep Stress'Incr. YES WB 0.61 0° •Horz(TL) 0.04 5 n/a BCDL 10.0 Code UBC97/ANSI95 ► (Matrix) 1st LC LL Min I/defl = 360 Weight: 107 Ib r LUMBER ) ' r) BRACING TOP CHORD 2 X 6 OF No.2-G ' - TOP CHORD Sheathed or 5-7-9 oc purlins; except end verticals. 'BOT CHORD 2 X 4 SPF 1650F 1.4E } BOT CHORD Rigid ceiling directly applied.or, 6-0-0 oc bracing. WEBS 2 X 4 SPF Std N WEDGE Right: 2 X 4 SPF Std REACTIONS (Ib/size) 5 =126/0-5-8, 10 = 788/0-5-8, 6 = 752/0-5-8 ' ' Max Horz 10=-2311oad case 4) + Max Uplift5=-316(load case 6) Max Grav 5=419(load case 3), 10= 1318(load case 4), 6=116 1 1 (load case 3) t y `-. FORCES (Ib) - First Load Case Only •{ 'TOP CHORD 1-2=-70, 2-3=-926, 3-4=-1049, 4-5=-374, 1-10=-49 e s BOT CHORD 9-10 = 662, 8-9 = 766, 7-8 =1010, 7-11 =1010, 6-11 =1010, 5-6 = 276, WEBS 2-9=156, 3-9=43,•3-8=254,4-8=-132, 4-6=-886, 2-10=-916 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, t UBC -97. ' 2) A plate rating reduction of 20% has been applied for the green lumber members. ' F 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 Ib uplift at joint 5. _ 4) This truss has been designed with ANSI/TPI 1-1995 criteria. • 5) This truss has been designed for a total drag load of 2330 Ib. Connect truss to resist drag loads along bottom chord from 2-9-8 to 21-0-0 for 128.0 plf. ' LOAD CASES) Standard ' ROFFMI0 ONGAr yG Fti� NO. C049919 r EXP 9-3 CNI O .. August 16,2000 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual I - building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of .f ' component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual ` eb members only. Additional temporary bracing to insure stabilityduring construction is the responsibility of the erector. nn Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onoldo Drive, Madison, wl 53719 MIT( Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions Indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8" 1/8+ ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots In connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 C3 CONNECTOR PLATE CODE APPROVALS J5 The first dimension Is the width 4 x 4 perpendicular to slots. Second BOCA 86-93,85--75, 91-28 dimension Is the length parallel U FIN C8 c7 ca HUD/FHA BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension Is the width 4 x 4 perpendicular to slots. Second BOCA 86-93,85--75, 91-28 dimension Is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1, Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane U at joint locations. a 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6' from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 199. at time of fabrication. TM BEARING 999 Indicates location of joints at which bearings (supports) occur. MiTek Industries, Inc. ® TM HYDRO A/R CLIP G PANEL GANG -NAIL 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do^not overload,roof or floor trusses with stacks of'construction materials. 14. Po not cut or atter truss members or plate without prior approval`of a professio661 engineer. 15. Care should be'exercised in handling, erection and installation of trusses.. ©1993 Mitek Holdings,,lnc.� Job I russ I russ I ype tliy, Fly ' R3618035 0740 B-2110 ROOF TRUSS • 1 1 loptional► _ uma Truss Co. Califomla 0($'o x g�arA'm=26 La�umta Ca 92E53 4:26 s JT12UI011 e n ustnes, lnc. Wed Aug 1-6�4: f6 57 2000 ate, w ' 5-4-4 12-0-0 18-7-12 - 24-0-0. 5-4-4 6-7-12 67-12 5-414 = r` e Scale = 1:59.3 ' 5x5 —. ' 5.00 rf2- 3 - 3x4 z�- 3x6 2 4 ; 1 5 N N 2 wl PQ O O 4x6 - 9 8 7 6 3x4 - 3x4 - 3x4 - 3x4 = 3x8 1 1.5x4 8-7-3 1 15-4-13 1 22-34 124-0-0 8-7-3 6-9-10 610-7 1-8-12 Plate 6ffsets 5 0 ,0-1-21, :0-5-13,0-1-13 LOADING (psf) SPACING • - " 2-0-0 CSI ' DEFL in (loc) I/defl PLATES' GRIP 20.0 Plates Increase 1.25 TC 0:37 Vert(LL) '0.17 1-9 >999 M1120 197/144 'TCLL TCDL 10.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.34 1-9 >784 BCLL 0.0 Rep Stress Inci YES WB 0.59 Horz(TL) '0.05 6 " n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min I/deft = 360' Weight: 113 Ib ,LUMBERBRACING TOP CHORD 2 X 6 DF No.2-G s TOP CHORD Sheathed or 4-11-6 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E 1�. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: t. WEBS 2 X 4 SPF Std 6-0-0 oc bracing: 5-6. WEDGE ' Left: 2 X 4 SPF Std, Right: 2 X 4 SPF Std 'REACTIONS (Ib/size) 1 =904/0-5-8, 5=277/0-5-8, 6=703/0-5-8 Max Uplift5 = -1 25(load case 6) �. Max Grav 1=1408(1oad case 4), 5=5500oad case 3), 6=933(1oad case 3) + +•' (Ib) - First Load Case Only,FORCES TOP CHORD 1-2=-1495, 2-3=-1219, 3-4=-1149, 4-5=-260 BOT CHORD 1-9 =1335, 8-9 = 934, 7-8 =1143, 6-7 =1143, 5-6 = 232 ' WEBS 2-9=-256, 3-9=356, 3-8=235, 4-8=-102, 4-6=-1101 NOTES 11 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) A plate rating reduction of 20% has been applied for "the green lumber members. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 Ib uplift at joint 5. 1 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) This truss has been designed for a total drag load of 2110 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 87.9 plf. LOAD CASE(S) Standard QROFESSIO ,l ONG y Ftin ,Ta A s NO. C049919 EXP — `> C �P WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16,2000 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual - - uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of _ omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- - 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, wl 53719 MTek Industries, Inc. Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/Q ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. �/8" --► 1/84 ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 X 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required 40,10 continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. J2 J3 J4 TOP CHORDS C ca ZXbJ5 c8 c' BOTTOM CHORDS A J8 J7 J6 Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane U at joint locations. O_ 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not JOINTS AND CHORDS ARE NUMBERED CLOCKWISE applicable for use with fire retardant or AROUND THE TRUSS STARTING WITH THE LOWEST JOINT preservative treated lumber. FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and WEBS ARE NUMBERED FROM LEFT TO RIGHT. is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade BOCA 86-93, 85-75, 91-28 specified. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless SBCCI 87206, 86217, 9190 otherwise noted. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. Im 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss members or plate without MiTek Industries, Inc. prior approval of a professional engineer. 15. Care should be exercised to handling, erection a and installation of trusses.-' TM HYDRO A/R ® nPANEL ©1993 Mitek Holdings, Inc. Job Iruss truss lype OT40 DEFL ; in (loch I/deft C1 ROOF TRUSS uma rissCo. Elt oiornla 7ufA n x upnfA'm - a u to Ca 9235 TC 0.23 Vert(LL) -0.18 1'-6 >999 5-4-12 M1120 197/144 .. 5-4-12 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.36 1-6 >519 . _ 4.00 Ff2- ' N • � 3x4 2 BCDL 10.0 Code tUBC97/ANSI95 1st LC LL Min I/defl = 360 T Weight: 75 Ib BRACING,LUMBER TOP CHORD 2 X 6 DF No.2-G 1 TOP CHORD Sheathed or 6-0-0 oc purlins; except end verticals. BOT CHORD 2 X 4 SPF 1650FAAE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, .' 0 WEDGE t * r r Left: 2 X 4 SPF Std e ' 3x4 - r ri FORCES (lb) - First Load Case Only 3x10 II (lty Fly ' - R318042 (optional) 7 1 OO�fvli ek Industries, Inc. Weal -Aum fi 1-457-2 —U age v 12-1-4 15-9-0 i ` 6-8-7 . 3-7-12.. } ., 'Scale = 1:41.7 5x5 = , 3 II 1 , 6 5 3x4 - 3x4 - Plate Offsets [1:0-0-0,0-1-41, 1: - - ge LOADING (psf) SPACING 2-0-0 , CSI DEFL ; in (loch I/deft PLATES GRIP 20.0 Plates Increase 1.25 , TC 0.23 Vert(LL) -0.18 1'-6 >999 M1120 197/144 .. 'TCLL TCDL 10.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.36 1-6 >519 BCLL 0.0 Rep Stress Incr YES WB 0.35 tHorilTL) 0.02 5 n/a BCDL 10.0 Code tUBC97/ANSI95 1st LC LL Min I/defl = 360 T Weight: 75 Ib BRACING,LUMBER TOP CHORD 2 X 6 DF No.2-G 1 TOP CHORD Sheathed or 6-0-0 oc purlins; except end verticals. BOT CHORD 2 X 4 SPF 1650FAAE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, .' • WEBS 2 X 4 SPF Std , WEDGE t * r r Left: 2 X 4 SPF Std e 'REACTIONS (Ib/size) 1=615/0-6-8',5=615/0-5-8 r ri FORCES (lb) - First Load Case Only _ TOP CHORD 1-2=-989,2-3=-631,3-4=-0,4-5=-105 1-6=912,5,6=354 WEBS 2-6=-359, 3-6=.409, 3-5=-566 ,BOTCHORD r ,•. NOTES r 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. -1 - ' . A plate rating reduction of 20% has been applied for the green lumber members. • t� , '2) 3) This truss has been designed with ANSI/TPI 1-1995 criteria. r LOAD CASE(S) Standard ' k , � RpfESSlp Q , � - ��4� �pONG ,eld�� ,► f • _ NO. C049919 * ' `,i _ a EXP 9-3 CN r4- q� ® WARN/NG Verify design READ NOTES THIS August 16,2000 - parameters and -ON AND REVERSE SIDE BEFORE USE - F Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual r uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of ' omponent is responsibility of building designer —not truss designer. Bracing shown is for lateral support of individual s eb 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 guidance ' regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- Ell Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss te Institute, 583 D'Onofrlo Drive, Madison, wt 53719 MiTek Industries, Inc. r1a Symbols PLATE LOCATION AND ORIENTATION 13/, ' Center plate on joint unless dimensions indicate otherwise. Dimensions are In inches. Apply plates to both sides of truss and securely seat. 1/6"Q'h� Va+ 'For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots In connector plates. 'For tabular plating format refer to the M[Tek/Gang-Nail Joint/Plate Placement Chart PLATE SIZE The first dimension Is the width 4 x 4 perpendicular to slots. Second dimension Is the length parallel to slots. LATERAL BRACING Indicates location of required 40�11 continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. Numbering System J2 J3 J4 TOP CHORDS cz C3 J5 �h 8 ce ci ce BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA HUD/FHA ICBO SBCCI WISC/DILHR 112 86-93, 85-75; 91-28 TCB 17.08 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. a 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane 0 at joint locations. a R 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is installed, unless otherwise noted. M! MiTek Industries, Inc. ® PANEL TM HYDRO -AIR ® CLIP 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload or of or floor trusses with stacks of construction materials. " 14. Do not cut or after truss members or plate without prior approval of a.professional engineer. 15. Care should be exercised in handling, erection and installation of trusses: t" ©1993 Mitek Holdings, Inc.' l Job I russ truss type Oty Nly R3618039 OT40 C-1000 ROOF TRUSS 1 1 (optional) Puma russ o. Galt ori nia —u 0 x g�0 m=2�La�lwnta a 92253 4:201 R1 s u 60 i ek—industries, nc. eea ug 1 a:1 tis$ 21560 age ` } " 6-9-14 - 12-1-4 159-0 r r + + ' + ' 6-9-14 5-3-6 3-7-12 "rt Scale = 1:41.7.1 5x5 - 3 _ 4.00 F,-Z- , 3x4 3x4 II ; 4 1 N t 2 � 1. I� 1 r ! 3x4 - 6 5 ' 3-x10 11 30' - 3x4 - 8-8-14 15-9-0 8-8-14 7-0-2 i ' Plate Offsets -1, -1- :0- =2,E ge LOADING'lpsf) SPACING `2-0-0 CSI DEFL in floc) I/deft PLATES GRIP 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.18 1-6 >999 M1120 197/144 'TCLL TCDL 10.0 .Lumber Increase 1.25 BC 0.63 , Vert(TL) '0.35 1-6 >532 BCLL 0.0 Rep Stress Incr . YES WB 0.46 J •Horz(TL) 10.03 5 n/a BCDL 10.0 Code 'UBC97/ANS195 1st LC LL Min I/defl = 360 Weight: 74 Ib LUMBER BRACING , '^ CHORD 2 X 6 DF No.2-G + TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 'TOP BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: ;..` WEBS 2 X 4 SPF Std WEDGE Left: 2 X 4 SPF Std ' { I, 'REACTIONS (Ib/size) 1'=622/Mechanical, 5=62.2/0.5-8 Max Grav 1=953(load case 4), 5=750(load case 3). FORCES'pb) - First Load Case Only `� ' - +• ' TOP CHORD 1-2=-931, 2-3=-703, 3-4=-0, 4-5=-105 CHORD 1-6=868,5-6=359 r 'BOT WEBS 2-6 =-318, 3-6 = 507, 3-5 =-574 •' NOTES ` 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. q ' 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. f 5) This truss has been designed for a total drag load of 1000 Ib. Connect truss to resist drag loads along bottom chord from > 0-0-0 to 15-9-0 for 63.5 plf. d ^� + ' LOAD CASE(S) Standard ' ! Q%10FE%10 ONG NO. COM19 c D(P9- ' QVI August 16,2000 WARNING - Verify design parameters and READ NOTES ON THIS•AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only.upon parameters shown, and is for an individual ullding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of • •, ' K. omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual . - eb 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 guidance y� regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST-88 Quality Standard, DSB- t 9 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendation available from Truss late institute, 583 D'Onofrlo Drive, Madison, wl 53719 MTek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION 13/' ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8' —► �— 1/14 0 c O x U a 0 ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart Numbering System n J3 J4 TOP CHORDS cz ZC3J5 8 c8 ca BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. 0 CLI O x U a O R PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N im BEARING Im! Indicates location of joints at which bearings (supports) occur. MiTek Industries, Inc. �®, ® TM PANEL HYDRO A/R ® CLIP GANG -NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 199. at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. _ 13. Do not overload -roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss members or plate without prior approval of a professional engineer. 15. Care sbiould be exercised in handling, erection and installation of trusses._, ©1993 Mitek' Holdings, Inc. / Job Iruss Iruss Iype Oty Nly C2 ROOF TRUSS 4 1 (optional) oml ss Co. aifa oM'ulxgruflCm 7=20—La Qulnta a 52253 4-201 —SR-1s.lul i4 i e n ustn E,Inc. Wed Aug 5-9-15 12-1-4 15-9-0 �r 5-9-15 , 6-3-5 3-7-12 • F.. '�' "� r• � 5x5 3 4x6 - 4.00 FT2 .• R3618043 .• 6 5 3x4 — 6x6 - 9-2-6 15-9-0 9-2-6 6-6-10 Scale = 1:42.2 "t LOADING (psf) SPACING 2-0-0 CSI DEFL in hoc) . I/deft PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.13 1-6 >'999 M1120 197/144 TCDL 10.0 Lumber Increase 1.25 BC 0.47 - Vert(TL) -0.27 1-6 >679 BCLL 00 Rep Stress Incr YES } WB 034 Horz(TL) `0 02 7 , n/a ` UBC -97. r ' 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard *. - z QVLOFESS101 ONG yG F;,k l " NO. C049919 r • D(P 9- F f F ® WARNING = Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE AU9USt 16,2000 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an. individual — uilding component to be installed and loaded vertically' Applicability of design parameters and proper incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb members only. Additional temporary bracing to insure at during construction is the responsibility of the erector. 7m Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance 1 regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Iml late Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries Inc. , BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 79 lb LUMBER TOP CHORD 2 X 6 OF No.2-G BRACING TOP CHORD Sheathed 6ri6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing... WEBS 2 X 4 SPF Std OTHERS. 2 X 6 OF No.2-G WEDGE' ., '4 a r Left: 2 X SPF Std ' - h }• 'REACTIONS. 1 , (lb/size) 1=6 03/Mechanical, 7=615/0-5-8 r 3 r A FORCES (Ib) - First Load Case Only r TOP CHORD 1-2=-1119, 2-3=-728, 3;4=-42, 5-7=541, 4-7=-73 '' I 1-6=1014,5-6=365 ,BOTCHORD WEBS 2-6=-450, 3-6=477, 3-5=-603 :. NOTES 1) This truss has been designed for S10 0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B UBC -97. r ' 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard *. - z QVLOFESS101 ONG yG F;,k l " NO. C049919 r • D(P 9- F f F ® WARNING = Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE AU9USt 16,2000 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an. individual — uilding component to be installed and loaded vertically' Applicability of design parameters and proper incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb members only. Additional temporary bracing to insure at during construction is the responsibility of the erector. 7m Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance 1 regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Iml late Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries Inc. , Symbols PLATE LOCATION AND ORIENTATION 1 3/4 " Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8� For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 M CONNECTOR PLATE CODE APPROVALS J5 The first dimension is the width MITek Industries, Inc. u � a� 3 BOCA 86-93, 85-75, 91-28 CLIP ® - dimension is the length parallel C8 C7 C6 HUD/FHA BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE TM CONNECTOR PLATE CODE APPROVALS The first dimension is the width MITek Industries, Inc. 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 CLIP ® - dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4011, continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. Q: 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane U at joint locations. 0- 0 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. BEARING TM Indicates location of joints at which bearings (supports) occur. MITek Industries, Inc. TM ® PANEL HYDRO A/R ® V CLIP ® - 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. ' , 14. Do not cut or altei,truss members or plate without prior approval of aprofes' ional engineer. 15. Care should be exercised 11h"handling, erection and installation of trusses.,' ©1993 Mitek Holdings, Inc. Job Iruss Iruss type Oty Fly ' - R3618040I OT40 C-2000 ROOF TRUSS 1 1 J (optional) umaTrussCo. Chi orf niaa •oIXG x 090 m =20- 7La�uinniiitCa 52-2.53 4 i u a61�71iTek In use tries lnc. 0Pe� Aug 1 14:1 59 2060—Page 1 5-4-12 '12-1-4 �Z 15-30 ° + r1 5-4-12 6-8-7 3-7-12 .• = 1'.5x4 - 4;. Scale 1:46.7 5x5 - ' 4. GO f -T2- 3x4 II 3 3x4 II 1 t 3x4 I I r 3x4 �I I 4 ' 3x4 11 3x4 '. II1 N 2 I CP 3x4 11 v � 1 °N 1,4 II 1 4 11 1.5x4 I I . 4x4 — 1.5x4 11 1.5x4 11 1.5x4 11 6 1.5x4 II 1.5x4 11 1.5x4 11 5 ` 3x10 II 3x4 - 3x4 - 1.5x4 11 1.5x4 II I 6-10-0 f 15-30 8-10-0 6-11-0 PlateOffsets -1-0-17-81, r, se ,O- - LOADING (psf) SPACING 2-0-0 CSI DEFLC in hoc) f/deft PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) '0.19 1-6 >977 M1120 197/144 TCDL 10.0 Lumber Increase 1.25 BC 0.70 'Vert(TL) -0.37 1-6 >500 BCLL 0.0 Rep Stress Incr YES WB 0.56 f Horz(TL) ,0.03 5 n/a BCDL • 10.0 Code UBC97/ANS195 list LC LL Min I/defl = 360 Weight: 93 Ib LUMBER BRACING 'TOP CHORD 2 X 6 OF No.2-G ` TOP CHORD Sheathed or 4-10-13 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Std r + OTHERS 2 X 4 SPF Std - _ C",' ri ' WEDGE . . t Left: 2 X 4 SPF Std 1 1.+ REACTIONS hb/size) 1=615/0-5-8, 5=615/0-5-8 t - Max Uplift =-211(load case 5) r Max Grav 1=1288(load case 4),' 5=880(load case 3) _ r 'FORCES hb) - First Load Case Only ' r TOP CHORD 1-2=-989, 2-3=-631; 3-4=-0, 4-5=-105 ' BOT CHORD 1-6=912,5-6=354 ' WEBS 2-6=-359, 3-6=409, 3-5=-566 + 'NOTES ' 1) Gable studs spaced at 2-0-0 oc., 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 Ib uplift at joint 1. '5) This truss has been designed with ANSIITPI 1-1995 criteria. 6) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-9-0 for 127.0 plf. LOAD CASES) Standard ` A . ONG yG F2�i NO. C049919 ' - EXP 9-30 r � • CIVI O i. WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE R August 16,2000 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual I uitding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual' eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Duality Standard, DSB- 9 Brecing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss ' late Institute, 583 D'Onofrio Drive, Madison, WI 53719 MTek Industries, Inc. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8+ ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots In connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension Is the length parallel to slots. LATERAL BRACING Indicates location of required 40,10 continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. 0 CLI O x U Q_ O J2 J3 J4 TOP CHORDS C2 U J5 MiTek Industries, Inc. TM ® HYDRO -A ® PANEL CLIP C8 c7 ce BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBG 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N im MiTek Industries, Inc. TM ® HYDRO -A ® PANEL CLIP Failure to Follow Could Cause Property Damage or Personal Injury 1.' Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 199''. at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator, General practice is to camber for dead load deflecfion. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do.riot overload'roof or floor trusses with stacks off,constructionmaterials. ^..� 14. Do not cut or alter truss members or plate without prior approval of d professionbi engineer. 15. Care should be,exercisedJn handling, erection and installation of trusses: @1993 449111 Holdings, Inc. IJob IOT40 uY ma TrusE - I russ I russ I ype (2ty F'ly C-3425 ROOF TRUSS 1 1 (optional► ornia •0rX-Gx)0q0 m - W, -La Qwnta a 9-2153 4-T61 SR1 s ul 114 2000 Mrek ustnes, nl c. W 5-9-15 I 12-1-4 i' ' 15-9-0 ' 5-9-15 6-3-5 y 3-7-12 71 1 5x5 1 C k 3 4x6 = 4.00 rT£ - j 6x8 = 4 3x4 <' rn 2' r. ,+ 5x6 - 6 A5 3x10 II 3x4 = 6x6 = 3x12 II , h 9-2-6 15-9-0 ' 9-2-6 6-6-10 R3618041- ;T6-1 4:16:59 200 a� ge 3 t. Scale = 1:45.4 t LOADING (Psf) SPACING 2-0-0- CSI r - DEFL { in (loc) I/deft PLATES GRIP ; 'TCLL 20.0 Plates Increase 1.25 + TC 0.99 -Vert(LL) , -0.17 1-6 >999 M1120 197/144 TCOL 10.0 Lumber increase 1.25 BC 0.81 Vert(TL) • -0.31 1-6 >583 BCLL .' 0.0 Rep Stress Incr YES WB 0.60 '' Hori(TL) '0.04 7 - n/a BCDL 10.0 , Code +UBC97/ANSI95 (Matrix) )1st LC LL Min Well = 360 Weight: 83 Ib LUMBER 1 t '; BRACING ' 'TOP CHORD 2 X 6 OF N0.2 -G +, t TOP CHORD Sheathed or 3-8-9 oc purlins, except end verticals BOT CHORD 2 X 4 SPF 1650F 1.4E ," BOT CHORD Rigid ceiling directly applied or 4-5=14 oc bracing.- WEBS 2 X 4 SPF Std OTHERS 2 X 6 OF No.2-G WEDGE 7 '• Left: 2 X 8 DF No.24 7t , I REACTIONS (Ib/size) 1 = 603/Mechanical, 7 = 615/0-5-8 ' Max Horz 1=32(load case 6) t , Max Upliftl=-688(1oad case 5) N . Max Grav 1=1744(load case 4), 7=103511oad case 3) ` 'FORCES -(lb) - First Load Case Only f 4 TOP CHORD 1-2=-1119, 2-3=-728, 3-4=-42, 5-7=541, 4-7=-73 BOT CHORD 1-6=1014 ' -6=1014,5-6=365 WEBS 2-6=-450, 3-6=477, 3-5=-603 ) - NOTES .` 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. t r ' 2) A plate rating reduction of 20% has been applied for the green lumber members. r 3) Refer to girder(s) for truss to truss connections. t '4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should + verify capacity of bearing surface. " 5) Provide mechanical connection`(6y others) of truss to bearing plate"capable of withstanding 688 Ib uplift'at joint 1. r 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) This truss has been designed for a total drag load of 3425 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-9-0 for 217.5 plf. " " f t , t. t LOAD CASE(S) Standard RpFESSlp z l �``g����0 yG Fye r ` NO. C049919 1 EXP 9-30- , A- CIVIL C { ti August 16,2000 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE '! Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of ; :5 omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of Individual, r eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSS - 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss - late Institute, 583 D'Onofrlo Drive, Madison, wl 53719 - MiTek Industries, Inc. r Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in Inches. Apply plates to both sides of truss and securely seat. 1/8+ For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots In connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart J2 J3 J4 TOP CHORDS C2 ca The first dimension is the width 4 x 4 perpendicular to slots. Second 5 � �'ce MC.6 to slots. HUD/FHA TCB 17.08 LATERAL BRACING c� 1591, 1329, 4922 Indicates location of required BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4011" continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. TM Ell MiTek Industries, Inc. HYDRO A/R Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane X: at joint locations. a 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown: • = 13. Do -not overload roof or, floor trusses with stacks of construction materials. 14. Do not cut or after truss members or plate without prior approval of.a;professionai engineer. 15. Care should be exercised )in handling, erection TM and installation of trusses. PANEL ©1993 Mitek Holdings, Inc. CLIP .. Job Iruss Iruss type OT40 D SLOPING FLAT Yuma TrussCo. Cali orntf—a 0WG1x)T0V0 00 1=2-�La Qulnca Ca 92���4—�6I— SPACINGG;•. 2-0-0 CSI DEFL j in floc) I/defl 4-8-1 10-4-9 1 TCLL 20.0 Plates Inciease 1.25 4-8-1 5-8-8 MI120 1971144, 0.25 rf2- Lumber Increase 1.25 BC • 0.52 Vert(TL) 0.38 10-12 >782 { BCLL 0.0 Rep Stress Incr YES 4x4 i 3X4 - • 3x4 = U4 3x4 = 1 2. 3 4 Weight: 94 Ib . BRACING ' 'LUMBER Upi BOT CHORD 2 X 4'SPF 1650F 1.4E BOT CHORD • Rigid ceiling directly applied or 10-0-0 oc bracing. � N `f REACTIONS (Ib/size) 114=986/0-5-8, 8=986/0-5-8 N N (lb) - First Load Case Only J ' TOP CHORD 1-14=-961, 1-2=-775, 2-3=-2478, 7-8=-73, 7-15=0, 3-4='2479, 4-5=-3061,'5-6=-2359,6-7=-62 BOT CHORD 13-14=70, 12-13=1824, 1.1-12=2959, 10-11 =2959, 9-10=2992, 8-9=1498 ' 14 13 12 •11 3x4 II 3x4•- 3x4 = 4x4 = y R3618046 (optional) ; 110U -Mi (N In use tries, Inc.Vied Aug ifi 4:1 T6UYOW Page 1 rt 21-9-10 24-11-6 5-8-8 3-1-12 Scale = 1:49.7 it 3x4 = 3x6 = 1.5x4 = 15 CD O 9 8 3x4 - 3x6 Plate Offsets (X,Y): 111:0-2-0,Ecigel (psf) SPACINGG;•. 2-0-0 CSI DEFL j in floc) I/defl PLATES GRIP,LOADING TCLL 20.0 Plates Inciease 1.25 TC . 0.49 Vert(LL) -0.19 10 >999 MI120 1971144, TCDL 10.0 Lumber Increase 1.25 BC • 0.52 Vert(TL) 0.38 10-12 >782 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) `0.09 8 „n/a• . ;. BCDL 10.0 Code . UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360, Weight: 94 Ib . BRACING ' 'LUMBER TOP CHORD 2 X 4 -SPF 1650F'1.4E TOP CHORD Sheathed or 3-9-2 oc purlins, except end verticals. BOT CHORD 2 X 4'SPF 1650F 1.4E BOT CHORD • Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std - `f REACTIONS (Ib/size) 114=986/0-5-8, 8=986/0-5-8 'FORCES (lb) - First Load Case Only J ' TOP CHORD 1-14=-961, 1-2=-775, 2-3=-2478, 7-8=-73, 7-15=0, 3-4='2479, 4-5=-3061,'5-6=-2359,6-7=-62 BOT CHORD 13-14=70, 12-13=1824, 1.1-12=2959, 10-11 =2959, 9-10=2992, 8-9=1498 WEBS 1-13=1068, 2-13=.-1288,, -12=797, 4-12=-592, 4-10=119, 5-10=78, 5-9=•-763, 6-9=1010, 6-8=-1670 ` NOTES 11 Provide adequate drainage to prevent water ponding. ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) This truss has been designed with ANSI/TPI 1-1995. criteria. 4) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. t , ' i LOAD CASE(S) Standard +. t t j, = y OQROFESSIO �pONG ���• NO. 0049919 ' 4 EXP 9-3 t f + �q CNI �r t ' r' WARNING' Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16,2000 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of " omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb 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 guidance fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Duality Standard, DSB- 9 Bracing Specification, and HIS -91 Handling installation and Bracing Recommendation available from Truss legarding late Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 13/, ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8" -'1" 1/8+ For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. 0 c O U a 0 J2 J3 J4 TOP CHORDS cz ca joint and embed fully. Avoid knots and wane J5 at joint locations. a R 4. Unless otherwise noted, location chord splices IN at 114 panel length (t6" from adjacent joint.) I 5. C8 c7 ca lumber shall not exceed 19% at time of BOTTOM CHORDS Jl J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO SBCCI WISC/DILHR 0 IQ 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. o 1 3. Place plates on each face of truss at each of O joint and embed fully. Avoid knots and wane U at joint locations. a R 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and Is the responsibility of truss fabricator, General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. MiTek Industries, Inc. ® PANEL Tee HYDRO A/R ® CLIP 12. Anchorage and/or load transferring connections to trusses are thedesponsibility of others unless shown;>r 13. Do not overload -roof or floor trusses with stacks of construction materials. . 14. Do not cut or after truss members or plate without prior approval of'a"professional engineer. 15. Care should be exercised I.Khandling, erection and installation of trusses. ©1993 Mitek Holdings, Inc. Job I russ I russ I ype Oty Fly R3618047 OT40D1 SLOPING FLAT s 1 1 (optional) uma russCo.Californta -O UN gU(R'm 1=20,�La wnta Ca 9�25�4 61 Sfii s lul 14 60a 1011 e n ustnes, Inc. Wed Aug 1� i4 f7 6�2age 1-11-3 7-7-12 13-4-4 '!'l 15-0-0 ` 16-6-0 1 11 3 5-8-8 5-8 8 i 1-7-12 1-6-0 ' Scale = 1:29.9 0.25112 ' 1.5x4 II 3x4 - 1.5x4 - 1 2 34 — 3x4 = 4 5 10 } c c O N r t f0 � 00 N N r .+ O 7 3x4 -. ' •3x4 - 3x4 - 3x4 4-9-7 10-6-0 ) 15-0-0 ) 1 4-9-7 5-8-8 4-6-0 1-6-0 LOADING (psf) SPACING — 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 , Vert(LL) .10.04 7-8 >999 M1120 197/144 I TCDL 10.0 Lumber Increase .1.25 BC 0.34 Vert(TL) -0.10 7-8 _ >999 BCLL 0.0 Rep Stress Incr YES WB 0.28 f" Horz(TL) 0.02 Weight: 58 Ib 6. . n/a ' BCDL 10.0 Code UBC97/ANSI95 list LC LL Min I/deft ='360 ' , LUMBER BRACING ,TOP CHORD 2 X 4 SPF 1650F 1.4E , - TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. , BOT CHORD, 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. WEBS 2 X 4 SPF Std . REACTIONS (lb/size) 9=588/0-5-8, 6=588/0-5-8' FORCES (lb) - First Load Case Only TOP CHORD 1-9=-54, 5-6=-45, 5-10=0, 1-2=0, 2-3=-832_, 3-4=-851, 4-5=-0 BOTCHORD 8-9=434,7-8=11099,6-7=4231 , - WEBS 2-9=-653, 2-8=487, 3-8=-321, 3-7=-299, 4-7=503, 4-6=-655 ' NOTES – I1) Provide adequate drainage to prevent water ponding. . 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) This truss has been designed with ANSI/TPI.1-1995 criteria. + ^ 4) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. • S ' LOAD CASE(S) Standard 4 r • t O�RpFESSfp�4 p0 G yG Fti�i - * No. C049919 EXP 9- - J> CN August 16,2000 A WARN/NC - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE esign valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual - uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of Individual eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB-� 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Is Institute, 583 D'Onofrio Drive, Madison, wl 53719 MiTek Industries, Inc. . Symbols PLATE LOCATION AND ORIENTATION 1 3/, ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 c3 CONNECTOR PLATE CODE APPROVALS J5 The first dimension is the width MiTek Industries, Inc. Z 3 BOCA 86-93, 85-75, 91-28 s� u c3 c7 ca HUD/FHA BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE im M1 CONNECTOR PLATE CODE APPROVALS The first dimension is the width MiTek Industries, Inc. 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane U at joint locations. a- 0 0 4. Unless otherwise noted, location chord splices at 1/4 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. BEARING im M1 Indicates location of Joints at which bearings (supports) occur. MiTek Industries, Inc. TM ® PANEL HYDRO A/R ® CLIP GANG -NAIL 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. t- ''" ' • 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss members or plate without prior approval of a professlonal engineer. 15. Care should be exercised in handling, erection and installation of trusses. z' ©1993.Mitek Holdings, Inc: Iruss Iruss type uty F'ly • R3618048 D10 SLOPING FLAT 1 1 ' (optional) a 11r—I`fornia —0(A 0 x gig m a Quinta a X253-4-201 SR -1 s JUn-4 006 ek �dustnes, Inc. Wed Aug167O0 200 ague 1— f - 3-1-12 8-10-5 { 14-6-13 } 20-3-5 { 22-3-2 +' , 3-1-12 5-8-8 5-8-8 5-8-8 1-11-13 Scale = 1:45.1 t 0.25 F12- 9 5x12 3x4 - 3x4 3x4 = 3x4 = 3x4 - 1.5x47 II 1 15 2 3 4 5 6 7 (D O �I N N 13 12 11 10 • 9 8 6x6 - 3x4 - 3x4'= 3x4 - 3x4 3x4 - ' 6-0.0 } 11-8-9 i 17-5-1 I 22-3-2 + 6-0-0 5-8-8 5-8-8 4-10-1 LOADING (psf) SPACING 2-0-0 CSI / DEFL in (loc) I/deft PLATES GRIP . TCLL 20.0 Plates Increase' • 1.25 TC 0.79 Vert(LL) -0.11 11 >999 M1120 197/144- TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.23 11-12 >999 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.02 8 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min I/deft = 360 Weight: 83 Ib LUMBER t BRACING .. 'TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 4-4-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1:4E ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std OTHERS 2 X 8 OF No.2-G REACTIONS (Ib/size) 8=860/Mechanical, 14=991/0-5-8 'FORCES (lb) - First Load Case Only q - TOP CHORD 13-14=845, 1-14=-123, 1-15=-66, 2-15=-61, 2-3=-1852, 3-4=-2334, 4-5=-1518, 7-8=-22, 5-6=-1518, 6-7=-25 BOT CHORD 12-13=1129, 11-12=2364, 10-11 =2134,9-10=747, 8-9=747 WEBS 2-13=-1326, 2-12=846, 3-12=-619, 3-11 =-40, 4-11 =240, 4-10=-758, 6-10=938, 6-8=-1072 r NOTES 11 Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16.13, 1' UBC -97. ' 3) A plate rating reduction of 20% has been applied for the green lumber members. '4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should t. verify capacity of bearing surface. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. , 7) Special hanger(s) or connection(s) required to support concentrated load(s) 130.0Ib down at 1-7-4 on top chord. Design for unspecified connection(s) is delegated to the building designer. ' LOAD CASE(S) Standard - { 1) Regular: Lumber Increase =1.25, Plate Increase = 1.25 Uniform Loads (plf) . Vert: 8-13=-20.0, 1-14=20.0, 1-5=-60.0, 5-7=-60.0 , Concentrated Loads (lb) Vert: 15=-130.0 Q�OFESSIO� rONG . NO. 0049919' * E�. , r w c AWARNING'- Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16,2000 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual wlding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB. rl--te Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION 13/, ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8 For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 c3 CONNECTOR PLATE CODE APPROVALS J5 The first dimension is the width MiTek Industries, Inc. 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 CLIP OANO-NAIL QP dimension Is the length parallel to slots. e ce c7 c6 1591, 1329, 4922 BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE im ' CONNECTOR PLATE CODE APPROVALS The first dimension is the width MiTek Industries, Inc. 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 CLIP OANO-NAIL QP dimension Is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4011, continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane M at joint locations. a- 0 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. BEARING im ' Indicates location of joints at which bearings (supports) occur. MiTek Industries, Inc. TM ® HYDRO A/R ® CLIP OANO-NAIL QP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of constructiori materials. 14. Do not cut�or after truss members or plate without prior.approval of a professional engineer. U r, `. 15. Care should be exer'cised,iri handling, erection and installation of Musses.-;- ©1993 Mitek Holdings, Inc. IJob. Iruss Iruss type uty Fly w – R3618049 �OT40 D11 SLOPING FLAT 1 1 Le-n-an—ustries, ioal)Truss Co. Califorrna gffi'� x urg 'm -1=2�L�ulnta Ca 92E5�4361 R s Jul 14 660 MiFn—c. W-e-d–Aug 1-6--1 T7:01 –2-U0a Page 1 3-1-12 + 8-10-5 F - 14-6-13 .20-3-2 3-1 12 5-8-8 • y 5-8-8 5 8 5 ` t '' 1 ^� r !Scale = 1:40.9 .; _. f 0.25 j 12 "3x4 = 3x4 = 4x4 - 5x12 - 3x4 _ j r 3x4 = 1 14 2 3 4 5 6 to ' I� r 1 12 11 10 " 9 8 7 6x6 -` 3x4 - t 3x4 - 3x4 = 3x4 - 1.5x4 11 6-0-0 { 11-8-9 1 17-5-1 1 20-3-2 6-0-0 5-8-8 5-8-8 2-10-1 LOADING (psf) SPACING —2-0-0 • 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 v ` TC 0.75 +Vert(LL) -0.08 10-11 >999 M1120 197/144 - 'TCDL 10.0 Lumber Increase 1.25 r' BC 0.39 1 Vert(TL) -0.17.10-11 >999 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.02 7 -.' n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/dell = 360 Weight: 75 Ib LUMBER BRACING ,TOP CHORD 2 X 4 SPF 16501 1.4E` TOP CHORD Sheathed or 4-10-5 oc purlins,' except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. t WEBS 2 X 4 SPF Std OTHERS 2 X 8 DF No.2-G REACTIONS (Ib/size) 7 = 780/Mechanical,' 13 = 911 /0-5-8 . . t - 'FORCES (lb) - First Load Case Only TOP CHORD 12-13=767, 1-13=-122, 1-14=1-63, 2-14=-58, 2-3=-1622,`3-4=-1888, 4-5=-859, 6-7=-749, 5-6=-859 BOTCHORD 11-12=1021, 10-11=2021, 9-10=1585, 8-9=66, 7-8=66' . WEBS 2-12=-1195, 2-11 =703, 3-11 =-483, 3-10=-165, 4-10=36,5, 4-9=-892, 6-9=,986 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table Nti. 16-13, , UBC -97. 3) A plate rating reduction of 20% has been applied -for the green lumber members. '4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should ', 1 verify capacity of bearing surface. I q 6) This truss has been designed with ANSI/TPI .1-1995 criteria. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 130.01b down at 1-7-4 on top chord. Design for unspecified connection(s) is delegated to the building- designer. ' LOAD CASE(S) Standard .. 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 , Uniform Loads (plf) Vert: 7-12=-20.0, 1-13=20.0, 1-5=-60.0,.5-6=-60.0 Concentrated Loads (lb) Vert: 14=-130.0 r �oQgoF!Essro/ F r. NO. 9049919 . •tjgTCNIt. F August 16,2000 ® WARN/NG - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE ? ' a f. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual 1 uilding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of ^ omponent Is responsibility of building design4r — not truss designer. Bracing shown is for lateral support of Individual eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, wl 53719 MiTek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION -� 13/, " Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. '/87 --0-1 t4— V8i ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required 40�11 continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. Q: 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane M: at joint locations. a- 0 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. MiTek Industries, Inc. TM ® PANEL HYDRO A/R G CLIP GANG -NAIL 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are`the responsibility of others unless shown. - 13. Do' not overload roof or floor trusses with stacks ouconst ruction materials.. , 14. Do not cut or alter truss members or plate without prior approval of'a professional engineer. 15. Care sliould be.dexercised in handling, erection and installation of"trusses. ©1993 Mitek Holdings, Inc. ra J5 U ca c7 ca BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. Q: 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane M: at joint locations. a- 0 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. MiTek Industries, Inc. TM ® PANEL HYDRO A/R G CLIP GANG -NAIL 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are`the responsibility of others unless shown. - 13. Do' not overload roof or floor trusses with stacks ouconst ruction materials.. , 14. Do not cut or alter truss members or plate without prior approval of'a professional engineer. 15. Care sliould be.dexercised in handling, erection and installation of"trusses. ©1993 Mitek Holdings, Inc. Job 1 russ I russ I ype (lty Ply R3618050 OT40 D12 SLOPING FLAT 1 1 (optional) uma russ Co. Callfofnta 7gf$'� x ggUf U T20 a uinta Ca 9 253 .2-61 SR s Juf 14 660 Mie n ustnes, nc. Wed -Aug i�1 �17V1 2660 Page 1 3-1-12 8-10-5 14-6-13 18-3-2 3=1-12 5-8-8 5-8-8 3-8-5 ' ' Scale= 1:36.7 0.25 rf T 1.5x4' II ' 3x4 = • - '3x4 = 5x12 = 3x4 = 334 = 4 5 6 1 12 2 ' r 17 N N ifV 1 10 9 8 7 ` ' 6z6 = 3x4 - 3x4 = 3x6 6-0-0 1 11-8-9 1 17-5-1 118-3-21 ' 6-0-0 5-8-8 5-8-8 0-10-1 f LOADING (psf) SPACING.- 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP - TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.06 8-9 >999 M1120 197/144 10.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.12 8-9' >999 'TCDL BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 7 n/a ; BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360 Weight: 68 Ib LUMBER t BRACING r CHORD 2 X 4 SPF 1650F 1.4E + TOP CHORD Sheathed or 5-6-13 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4Er BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ,TOP WEBS 2 X 4 SPF Std OTHERS - 2 X 8 OF No.2-G r ( r REACTIONS (Ib/size) 7=701/Mechanical; 11 =830/0-5-8 (lb) - First Load Case Only r '. 'FORCES TOP CHORD 10-11 =686, 1-11 =-122, 1-12=-62, 2-12=-56, 2-3=-1395, 3-4=-1434, 4-5=-56, 6-7=-88, 5-6=-56 BOTCHORD 9-10=91118-9=1684,7-8=1018 WEBS 2-10=-1061, 2-9=565, 3-9=-351, 3-8=-305, 4-8=504, 4-7=-1108 i ' 'NOTES 1) Provide adequate drainage to prevent water ponding. I t 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members: Refer to girders) for truss to truss connections. -- 5) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should '4) verify capacity of bearing surface. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. Al 7) Special hanger(s) or connection(s) required to support concentrated load(s) 130.0Ib down at 1-7-4 on top chord. Design for unspecified connection(s) is delegated to the building, designer. 'LOAD CASE(S) Standard 1) Regular: Lumber Increase 1.25, Plate Increase 1.25 Uniform Loads (plf) ' Vert: 7-10=-20.0, 1-11 =20.0, 1-5=-60.0, 5-6=-60.0 Loads (Ib) 'Concentrated Vert: -12=-130.0 4 r j • �RprLSSIO - , `�c`��O VONG ke ' L NO. C049919 'EXP i 9-3 .. s?CN{1 N F CQ ` + ® AUgUS 16,2000 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is foi an Individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of *• i omponent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss to Institute, 583 D'Onofrio Drive, Madison, WI 53719' MTek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION 13/, ' Center plate on joint unless dimensions Indicate otherwise. 2C3 M. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8u 1/8� 0 c O M U a O Forx 2 orientation, locate t4 plates 1/8' from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nail Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 J5 2C3 M. C8 BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension Is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40�11 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Mao Indicates location of joints at which bearings (supports) occur. MITek Industries, Inc. TM ® PANEL HYDRO A/RO CLIP GANG -NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. A, ' r 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or after truss members or plate without prior approval of a professional engineer. P 15. Care should be exercised in handling, erection and installation of trusses.' 01993 Mitek Holdings, Inc. JOT40 ob Truss .' Iruss type D13 SLOPING FLAT Yuma Truss Co. a i ornia g( '0 x UyOfZC'111 [a ii utnia Ca 9 25 3-1-12 •I 8-10-5 ' 3-1-12 5-8-8 5x12 - +3x4 - ' q N 9 6x6 Ls.y YIy R3618051 1 loptional) 20i—SRS 14 060 Mi ek�ndustr—ies, Inc. a ug T6-14:1T:62-2660—Page 14-6-13 = I 1 ' 5-8-8 1-8-5 1 Scale = 1:32.6 0.25 [TZ- 3x4 f23x4 = 3x4 - 1.5x4 11 3 4 5 8 7 6 3x4 - 3x4 - 3x4 - I I 6-0-0 I 11-8-9 I 16-3-2 } ' 6-0-0 58-8 4-6-9 LOADING (psf) SPACING - 2-0-0 -. CSI t DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase - 11.25– TC 0.66 + Vert LL), -0.04 7-8 > 999 M1120 197/144 10.0 Lumber Increase 1.25 BC 0.30. ' Vertk) -0.09 7-8 > 999 'TCDL BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.01 6 ' n/a BCDL 10.0 Code 'UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 62 Ib LUMBER + - ` BRACING CHORD 2 X 4 SPF 16501 1.4E TOP CHORD Sheathed or 6-0.0 oc purlins, except end verticals. BOT CHORD 2'X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'TOP WEBS 2 X 4 SPF Std r OTHERS` 2 X 8 DF No.2-G REACTIONS (Ib/size) 6=622/Mechanical,.10=749/0-5-8 r 1 °� •_ 'FORCES (lb) - First Load Case Only - TOP CHORD 9-10=608, 1-10=-121, 1-11 =-58, 2-11 =-52, 2-3=-1167, 3-4=-977, 4-5=-13, 5-6=32 1' + BOT CHORD 8-9=804, 7-8=1336, 6-7=483., WEBS 2-9=-932, 2-8=424, 3-8=;,207, 3-7=-436, 4-7=600, 4-6=-774 _ }. tNOTES 11 Provide adequate drainage to prevent water ponding. ; 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. -16-B, UBC -97. i 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girders) for truss to truss connections. 5) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. �. «: 6► This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 130.Olb down at 1-7-4 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 6-9=-20.0, 1-10=20.0, 1-5=-60.0 Concentrated Loads ' Vert: 11 =-130.30. 0 QRpFESS►O "�l NG yG Fyc' r - a ` NO. C049919' * ' EXP 9 A August 16,2000 WARNING - Verify designparametersand READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual .. uilding component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of Individual eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. TM Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss rlBracing ate Institute, 583 D'Onofrio Drive, Madison, WI 53719 _ MTek Industries, Inc. , Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 " Center plate on joint unless dimensions Indicate otherwise. Dimensions are In inches. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots In connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart PLATE SIZE The first dimension Is the width 4 x 4 perpendicular to slots. Second dimension Is the length parallel to slots. LATERAL BRACING Indicates location of required 40�11 continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane M at joint locations. a 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. C3 J5 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General �5 u ca c7 ca indicate minimum plating requirements. BOTTOM CHORDS J1 J8 J7 J6 Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane M at joint locations. a 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or JOINTS AND CHORDS ARE NUMBERED CLOCKWISE preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown CONNECTOR PLATE CODE APPROVALS indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade BOCA 86-93, 85-75, 91-28 specified. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless SBCCI 87206, 86217, 9190 otherwise noted. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. « =' 1 13. Do not overload roof or floor trusses with stacks of construction materials'. . , 14. Do not cut or alter truss members or plate without MITek Industries, Inc. prior approval of.a professional engineer. 15. Care should be exercised In handling, erection ® and installation of trusses.'` =- . ®TM A/R ® C�IPE� %;HYDRO ©1993 Mitek Holdings, Inc., ` GANG -NAIL `r i Job LOT40 M N Iruss truss lype D14 SLOPING FLAT . omta •gg(lZ'n11g�g(A m — 0—Uinta 3-1-12 I 3-1-12 i •5x12,—_ 't U4 1 in 2 .t tlty Fly 1 s 1 '5�4�61 Sfii s Juf 1-4 a�0 ' r 8-10-5 .5-8-8 0.25r1 -2 • 3x4 - ` 3 t� 14-3-2 r 5-4-14 R3618052 1 r.� A� ! ; Scale = 1:28.6 4x4 — 4 8 7 6 5 6x6 - 3x4 - 3x4 - 1.5x4 II I 6-0-0 11-8.9 14-3-2 6-0-0 } 5-8-8 2-6-9 LOADING (psf) SPACING, 2-0-0•^' CSI - : DEFL in floc) I/defl PLATES GRIP TCLL 20.0 f Plates Increase 1.25 _f LTC 0.61 >.Vert(LL) -0:03 6-7 >999 M1120 197/144 10.0 Lumber. Increase 1.25 BC 0.27 : VeWTL) '0.07 6-7 >999 ITCDL BCLL '' 0.0 Rep Stress Incr NO WB 0.33. Horz(TL) -0.01 . 5 n/a BCDL • 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360. Weight: 54 Ib �. LUMBER ' BRACING 1_ TOP CHORD 2 X 4 SPF 1650E 1.4E r • TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E ` } _ BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - WEBS 2 X 4 SPF Std OTHERS 2 X 8 OF No.2-G ' + REACTIONS (Ib/size) 5=543/Mechanical, 9=668/0-5-8 'FORCES (lb) - First Load Case Only TOP CHORD 8-9=531, 1-9=-118; 1-10=-53, 2-10=48, 2-3=-937, 3-4==527, 4-5=-518 BOT CHORD 7-8 = 698, 6-7 = 984, 5-6 = 63 •'_ WEBS 2-8=-805,2-7=277, 3-7=-61; 3-6=-553, 4-6=599 5 'NOTES t 11 Provide adequate drainage to prevent water ponding.' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 3) A plate rating reduction of 20%',has been applied for'the green lumber members. 14) Refer to girder(s) for truss to truss connections. >; 5) Bearing at joint(s) 9 considers parallel to grain value using ANSIITPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. t 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 130.01b down at 1-7-4 on top chord. Design for unspecified connection(s) is delegated to the building designer. , ' LOAD CASE(S) Standard- . - 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) . Vert: 5-8=-20.0, 1-9=20.0, 1-4=-60.0 Concentrated Loads,(Ib) Vert: 10=-130.0 y c , 4 QapFESS/o j.Q``��EOONG yG FyG� NO. C049919 " EXP 9 - J?, CN A WARNING - Verify design parameters'and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16,2000 r Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual t uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. WE Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidancI regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrlo Drive, Madison, WI 53719 - MTek Industries, Inc. Symbols ca PLATE LOCATION AND ORIENTATION 13/, ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply y�5 U plates to both sides of truss and c, ce securely seat. 1/8^ 1/84 0 c O x U a Q ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 ca J5 y�5 U ce c, ce BOTTOM CHORDS A J8 J7 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1, Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties, 2. Cut members to bear tightly against each other, c 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane 0 at joint locations. o I 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) J6 I 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension Is the width 4 x 4 Perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4010 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING TM Indicates location of joints at which bearings (supports) occur. MiTek Industries, Inc. � ® TMHYDRO A/R G PANELCLIP OAMG-NAIL 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and In all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13, Do not overload roof or floor trusses with stacks of construction materials:' ` 14. Do not cut or after truss mem bers or plate without prior,approval of a professional.'engineer. 15. Care should be exercised in handling, erection and, installation of trusses. ©1993 Mitek Holdings_ Inc. Job LOT40 5 I russ D15 I russ I ype SLOPING FLAT 1 6-0-0 11-8-9 Ulty 1 Fly 1 um4 Truss uss Co.alifornia •gfA'o x Ilellffim -2-OTG_uin�a 9Z2532-2M—SA1 s CSI 3-1-12 PLATES a-10-5 TCLL 20.0 i r 3-1-12 11 TC 0.56 . . .. 5-8-8 ' M1120 197/144 , r 0.25 FiT ' 5x12 - 3x4 - r 1 9 lig 2 a WB 0.20 Horz(TL) 0.00 5 n/a N Code UBC97/ANS195 (Matrix) list LC LL Min I/deft = 360 Weight: 46 Ib LUMBER r BRACING TOP CHORD 2 X.4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins; except end verticals. CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or* -10-0-0 (optional) eRln�le' s, Inc. We- ­12 -3-2 e,,.12-3-2 3-4-14 f� A 3x4 - 3 R3618053I Scale = 1:24.5 1.5x4 11 4 7 6 5 ' 6x6 - 3x4 - 3x6 - 1 6-0-0 11-8-9 112-3-21 6-0-0 5-8-8 0-6-9 LOADING (psf) ' SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase - . 1.25 TC 0.56 ^ Vert(LL) '0.03 5-6 >999 `Vert(TL) M1120 197/144 , 10.0 Lumber Increase 1.25 BC 0.25 -0.06 5-6 >999 r 'TCDL BCLL 0.0 Rep Stress lncr NO WB 0.20 Horz(TL) 0.00 5 n/a BCDL 10.01 Code UBC97/ANS195 (Matrix) list LC LL Min I/deft = 360 Weight: 46 Ib LUMBER r BRACING TOP CHORD 2 X.4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins; except end verticals. CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or* -10-0-0 oc bracing. 'BOT WEBS 2 X 4 SPF Std OTHERS 2 X 8 DF No.2-G REACTIONS.(Ib/size) 5=464/Mechanical; 8=587/0-5-8 'FORCES (lb) - First Load Case Only,• TOP CHORD 7-8=459, 1-8=-111,.1-9=-47, 2-9=-42, 2-3=-700, 3-4=-45, 4-5=-67, f BOT CHORD 6-7=596,5-6=618 WEBS 2-7 =-686, 2-6 =118, 3-6 = 94,'3-5 =-667 , 'NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. ' -. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 8 considers parallel to grain -value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 130.0Ib down at 1-7-4 on top chord. Design for unspecified connection(s) is delegated to the building designer. . 'LOAD CASE(S) Standard _ 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 5-7=-20.0, 1-8=20.0, 1-4=-60.0 Concentrated Loads (lb) Vert: 9=-130.0 - ' L q O�ROFESSIO�i4 �pONG y lFyO �� NO.. C049919 .:. INP 9-3 - J> CIV August 16,2000 ® WARNING- Verify design parameters and READ NOTES ON THIS AND -REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an Individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of r omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of Individual t, eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrlo Drive, Madison, wl 53719 MTek Industries, Inc. , Symbols C73 CONNECTOR PLATE CODE APPROVALS PLATE LOCATION AND ORIENTATION The first dimension is the width 13/, ' Center plate on joint unless LC6. 4 x 4 dimensions Indicate otherwise. BOCA 86-93, 85-75, 91-28 Dimensions are In Inches. Apply c7 plates to both sides of truss and to slots. HUD/FHA securely seat. LATERAL BRACING ICBO 1591, 1329, 4922 0 Indicates location of required SBCCI 87206, 86217, 9190 c O 40,10 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING x U im Ell a O Indicates location of joints at ' For 4 x 2 orientation, locate which bearings (supports) occur. plates 1 /8" from outside edge of MITek Induslrles, Inc. truss and vertical web. 'This symbol indicates the TM required direction of slots In GPANEL HYDRO �1/R ® connector plates. 'For tabular plating format refer to the M[Tek/Gang-Nail Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 C73 CONNECTOR PLATE CODE APPROVALS J5 The first dimension is the width LC6. 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 c7 BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane U at joint locations. a- 0 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40,10 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING im Ell Indicates location of joints at which bearings (supports) occur. MITek Induslrles, Inc. TM GPANEL HYDRO �1/R ® OAN6-NAIL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials'; ' 14. Do not cut or after truss members or plate without prior approval of a professional engineer. 15. Care'should beexercised in handling, erection and installation of trusses. 01993 Mitek Holdings, Inc. Job 0 .- Iruss D16 Iruss type ROOF TRUSS Uty 1 Ply 1 R3618054 , (optional) a FussCo.California •g(A'Dlz)gsofR'm � �La umta a 2 53 4: 61 Sli s u1�4 Page 1 000 Mi e crin usdties, Inc. Wed—�T6—i4 17 03-266 TC 0.26 Vert(LL) -0.02 5-6 >999 M1120 197/144 TCDL 10.0 Lumber Increase' 1.25 BC 0.21 r 5-1-9 ' 10.3-2. .. ;v Rep Stress Incr 5-1-9 tT _ 5-1-9 y : Horz(TL) 0.00 4' n/a 0.25 F1-2 :Scale = 1:20.4 „1st LC LL Min I/defl = 360 Weight: 40'Ib LUMBER 1.5x4 11 i BRACING r TOP CHORD 2 X 4 SPF 3 3x4 = 5 2 o' N N N 1.5x4 11 3x8 = - 1.5x4.11 c 5-1-9 10-3-2 r •+ 5-1-9 5-1-9 LOADING (psf) SPACING,-- - .2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.02 5-6 >999 M1120 197/144 TCDL 10.0 Lumber Increase' 1.25 BC 0.21 Vert(TL) 10.05 5-6 >999 ' ' BCLL 0.0 Rep Stress Incr YES WB 0.32 : Horz(TL) 0.00 4' n/a BCDL 10.0 Code UBC97/ANS195 „1st LC LL Min I/defl = 360 Weight: 40'Ib LUMBER i BRACING r TOP CHORD 2 X 4 SPF 1650F 1 4E 5 TOP CHORD Sheathed or 6-0-0 oc purlins except end verticals ,BOT CHORD 2'X 4 SPF 1650F•1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 6=399/0-4-2, 4=399/Mechanical �` F FORCES (lb) - First Load Case Only 'TOP CHORD 1-6=-349, 1-2=-547; 2-3=-547, 3-4=-349 r �' BOT CHORD 5-6=0,4-5=-O ' WEBS 1-5 = 578, 2-5 =-299, 3-5 = 586' f L *C NOTES y '1) Provide adequate drainage to prevent water ponding. " 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.) 6-B, UBC -97,' 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed with ANSI/TPI.1-1995 criteria. r)4 ' LOAD CASE(S) Standard r ' r � k OFESS10 r _ �ONG YG Ftic� NO. C049919„ ' t EXP 9- C WARNING Verify design parameters and READ NOTES ON THIS -AND REVERSE SIDE BEFORE USE AU9USt 16,2000 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual " uilding component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of, omponent is responsibility of building designer — not truss designer. Bracing, shown is for lateral support of Individual eb 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 guidance - regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Trues late Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MTek Industries, Inc. . Symbols PLATE LOCATION AND ORIENTATION 13/' * Center plate on joint unless dimensions indicate otherwise. Dimensions are in Inches. Apply plates to both sides of truss and securely seat. 1/8^ 1/84 0 c O x U a O For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. *This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 J5 u �t ZC7 U 6 BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension Is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40�11 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING =a'! Indicates location of joints at ane which bearings (supports) occur. MiTek Industries, Inc. � ® TMHYDRO A/R ® PANEL EL OAN(YNAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19961 at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not. overload roof or floor trusses with stacks of construction materials. 14. Do not cut or after -truss members or plate without prior approval of 6.professional engineer. 15. Care should be 6xercised iri handling, erection and installation of trusses. ©1993 Mitek Holdings, Inc. Job Iruss truss type Oty Fly R3618055I OT40 D17 ROOF TRUSS 1 1 ( (optional) J uml a TrussCo. Call orni—is* o(1C'u x u�u m – . a umta C�225a-4-. s u i e Industries,Inc. aAug 1-6 4717:03 2-00 Page 1 i • O ( 8-3.2 r8-3-2 1. Y y * .25 F ; 0 Scale = 1:18.5 r . a 1.5x4 II ' 1 3x6 = -T. 2 NO N N 1.5x4 II � 3 3x6 = 8-3-2 I ' 8-3-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.24, 3-4 >395 M1120 197/144 TCDL 10.0 Lumber Increase 1.25 BC 0.52 Vert(TL) '-0.48 3=4 >198 ' BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 31 ' n/a' BCDL 10.0 •Code-UBC97/ANS195 1st LC LL Min I/defl = 360 Weight: 31 jb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E `} TOP CHORD Sheathed or 8-3-2 oc purlins, except end verticals. BOT CHORD �2 X 4 SPF 1650F 1.4E # BOT CHORD Rigid ceiling directly applied or: 10-0-0 oc bracing.. WEBS 2 X 4 SPF Std t REACTIONS (Ib/size) 4=319/0-4-2, 3=319/0-1-8`. 1 FORCES (lb) - First Load Case Only + +. ^t TOP CHORD 1-4=-239, 1-2=0, 2-3=-239 ' BOTCHORD 3-4=0.2-3 WEBS 1-3=-0 l' NOTES. Provide adequate drainage to prevent water ponding. .. + '1) 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, ' UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. ' LOAD CASE(S) Standard ONGF2c 4 NO. 0049919. �, EXP 9- J> CN µ��P x � August 16,2000 ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE.BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is resporisibility of building designer — not truss designer. Bracing shown is for lateral support of individual , web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. + r Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss* Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MiTek Industries, Inc. Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/, " Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. "This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nail Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. J2 J3 J4 TOP CHORDS - C2 ca J5 FC.8 $ c7 ca BOTTOM CHORDS Jl J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBG SBCCI WISC/DILHR 0 C 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N Failure to Follow Could Cause Property Damage or Personal Injury 1, Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. c 3. Place plates on each face of truss at each 0 joint and embed fully. Avoid knots and wane v at joint locations. a 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. �� TM Ell MITek Industries, Inc. ® ll� PANEL TM HYDRO A/R ® CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. .. , 14. Do not cut or atter.truss members or plate without prior-'a'pproval o0 a professional engineer. It 15. Care7should be exercised in handling, erection and installation of trusses.,.• ©1993 Mitek Holdings, Inc: ` IJob WOl I cuss D18 truss type ROOF TRUSS ;W11661-20, a Qu 1 3x4 - Uty Fly 1 1 53 472-0-j-5 .' -Jul-1- 5-6-1 ul 145-6-1 t 5.6"1 0.25 r -2 + a 3x4- 2 1.5x4 11 3X4 = 1.5x4 II R3618056 ��17:0 age Scale = 1:17.2 . Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual ' eb 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 guidance 'regarding fabrication,: quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss . late Institute, 583 D'Onofrio Drive, Madison, wl 53719 MiTek Industries,. Inc. . 3-1-1 + 5-6-1 ' 3-1-1 2-4-15 LOADING (psf) SPACING - 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP + TCLL 20.0 Plates Increase 1.25 TC 0.30 ,. Vert(LL) -"0.00 4-5 >999 M1120 197/144 " TCDL 10.0 Lumber Increase 1.25 BC 0.06 „ t Vert(TL)--0.01 4-5 >999 ' ' BCLL 0.0 Rep Stress Incr.- YES u WB 0.05 HOrz(TL) ..0.00 3 ' n/a BCDL ' 10.0 Code UBC97/ANSI95 `1st LC LL Min I/defl = 360 , Weight: 23 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 5-6-1 oc purlins, except end verticals. CHORD 2 X 4 SPF 1650F 1.4E '• BOT CHORD Rigid ceiling directly applied or 10-0-0 oc'bracing. 'BOT WEBS 2 X 4 SPF Std�- REACTIONS (lb/size), 5=208/0-7-12, 3=208/0-3-8; + - (Ib) - First Load Case 061Y,FORCES TOP CHORD 1-5=-179, 1-2=-37 BOT CHORD 4-5=0,3-4=0 } WEBS 1-4=43, 2-4=,48, 2-3=-186 t NOTES 1) Provide adequate drainage to prevent water ponding.1 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. i 5 3) This truss has been designed with ANSI/TPI 1-1995 criteria. ' LOAD CASEIS) Standard 0NO yG X2,2 ' NO. CrAW19 EXP 9-30- CNI .. C t. A WARN/NG - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE AU9USt 16,2000 , + t r Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual ' eb 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 guidance 'regarding fabrication,: quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss . late Institute, 583 D'Onofrio Drive, Madison, wl 53719 MiTek Industries,. Inc. . Symbols PLATE LOCATION AND ORIENTATION 13/, ' Center plate on joint unless ZC7 dimensions indicate otherwise. u Dimensions are In Inches. Apply ca plates to both sides of truss and securely seat. 1/8, 1/8� 0 c 0 X U a O ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS cz J5 ZC7 u C8 ca BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40�11 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING nm Indicates location of joints at� which bearings (supports) occur. MiTek Industries, Inc. � ® Tm HYDRO A/R 0 PANEL EL GANG -NAIL QD A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown.,�'� ++ 13. Do of overload roof or flo_. or,trusses with stacks of construction materials.N 14. Do not cut or atter truss members or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of frusses. ©1993 Mitek Holdings, Inc. - tr rt Job I russ I russ I ype Uty I Fly R3618057 LOT40 D19 ROOF TRUSS 1 1 (optional) Yuma Truss, o. a l or'fi nia •gGI'o x uq0m ��"O-Ia—Qulnta Ca 93E53 X201 SR1 s Jul -i-41'0-070'-Mie n ustnes,n'—I c. Wed -Aug 16T4:T7:64-2-66�Page .IY r - 1-6-1 1-6-1 1.5x4 3x4 0:25 PT � • Scale = 1:14.2, 2 , - o r 4' N• s i 1.5x4 II 3x4 - I t -s -t LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell PLATES' GRIP TCLL 20.0 Plates Increase 1.25 '.TC 0.02 f Vert(LL) 10.00 4 >999 M1120 197/144' 10.0 Lumber Increase 1.25 BC 0.01 : Vert(TL) -0.00 4 >999 f 'TCDL BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) .0.00 3 n/a BCDL 10.0 Code UBC97/ANSI95 r - +F list LC LL Min I/defl = 360 Weight: 9 Ib LUMBER BRACING ,+ TOP CHORD 2 X 4 SPF 1650F 1.4ETOP CHORD Sheathed or 1-6-1 oc purlins, except end verticals. CHORD 2 X 4 SPF 165OF 1.4E n BOT -CHORD Rigid,ceiling directly applied or 10-0-0 oc bracing. 'BOT WEBS ,- . 2 X 4 SPF Std REACTIONS (Ib/size) 4=48/0-7=123=48/0-3-8 / o FORCES (lb) - First Load Case Only i CHORD -1-4=-36, 1-2=0 'TOP BOT CHORD 3-4=0 a WEBS 1-3=-0, 2-3=-36 NOTES t , 1) Provide adequate drainage to prevent water ponding. ' 2) This truss has been designed for a 10.0 psf bottom chord live load,nonconcurrent with any other live loads per Table No. 16-B, UBC -97. . ' ' 3) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard ' 1 . T w`^ V .. NO C049919. ' - L ,:. EXP 9-3 J> Civ - August 16,2000 WARNING Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectois'This design is based only upon parameters shown, and is for an individual uilding component to be Installedandloaded vertically. Applicability of design parameters and proper incorporation of ' omponent is responsibility of building designer -riot truss designer. Bracing shown Is for lateral support of individual - - eb members only. Additional temporary bracing to insure stability during construction is the responsibility oftheerector. �� im } ` Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Inatllute, 583 D'Onofrlo Drive, Madison, wl 53719 " MiTek Industries, Inc. , Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions Indicate otherwise. Dimensions are In inches. Apply plates to both sides of truss and securely seat. Va" 1/8+ ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots In connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart 0 c O T: U a Q Numbering System J2 J3 J4 TOP CHORDS C2 ca CONNECTOR PLATE CODE APPROVALS J5 The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel ce c7 ce HUD/FHA BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40��, continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. c 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane v at joint locations. a R 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. �� TM BEARING Ell Indicates location of joints at which bearings (supports) occur. MiTek Industries, Inc. ® TMPANEL HYDRO �1/R ® CLIP GANG -NAIL 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. r M 13. Do not overload roof c r floor trusses with stacks of construction materials. ?. 14. Do not cut or alter truss members or plate without prior approval ofja professional engineer. 15. Care should be exercised -in' handling, erection and installation of tfusses. . ©199SMIteleHoldings, Inc. . _t Job I russ I russ I ype (ty Ply ' •- - - - R3618058 OT40 D2 ROOF TRUSS 1 1 (optional) uma russCo. eli ornla 0 OTx10SA( mSS=�O-�Qulnta a 4 01�FT1 s u i a66Mt e n ustries, nc. a u�2PT7704 200 age a I 3-9-0- 390 ; r 1 '3x4 — 0.25 (f2- 125x4. I I t Y ' e Scale = 1:15.3 4 3 1.5x4 11 3x4 - 3-9-0 _ 390 LOADING (psf) SPACING - 2-0-0— CSI -DEFL in (loc) I/deft i PLATES GRIP TCLL 20.0 Plates Increase - 1.25 - TC 0.13 " r Vert(LL) -0.01 3-4- >999 M1120 197/144 - .. , C BC 0.10 Vert(TL) -0.02 3-4 >099 'Horz(TL) ' M N N tTCDL BCLL 0.0 ♦ WB 0.02 N BCDL 10.0 Code UBC97/ANS195 4 3 1.5x4 11 3x4 - 3-9-0 _ 390 LOADING (psf) SPACING - 2-0-0— CSI -DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase - 1.25 - TC 0.13 " r Vert(LL) -0.01 3-4- >999 M1120 197/144 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.02 3-4 >099 'Horz(TL) +• tTCDL BCLL 0.0 Rep Stress Incr YES WB 0.02 0.00 3 . n/a BCDL 10.0 Code UBC97/ANS195 r .1st -LC LL Min I/defl = 360 Weight: 16 Ib 1' LUMBER , Y, ' BRACING TOP CHORD . 2 X .4 SPF 1650F 1.4E } TOP CHORD Sheathed or 3-9-0 oc purlins, except end verticals. BOT CHORD 2•X 4 SPF 1650F. 1.4E ., tC BOT CHORD Rigid ceiling directly applied or.10-0-0 oc bracing. WEBS - 2 X 4 SPF Std REACTIONS (Ib/size) 4=138/Mechanical, 3=138/Mechanical } r + FORCES 11b) - First Load Case Only + • * ". r y } CHORD 1-4=-104, 1-2=0 'TOP BOT CHORD 3-4=-0 4F WEBS 1-3=0, 2-3=-104 t NOTES Provide adequate drainage to prevent water ponding., '1) 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. r 3) Refer to girder(s) for truss to truss connections. -� ' 4) This truss has been designed with ANSI/TPI 1-1995 criteria. r i f ' LOAD CASE(S) Standard • r NG e NO. C049919,. 9- ,L � a. -parameters ' August 16,2000 - WARNING'- Verify design and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual' uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer — not truss designer.'Bracing shown is for lateral support of individual eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.- Im • . Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance r r regarding fabrication; quality control, storage, delivery, erection, and bracing, consult OST -88 duality Standard, DSB- IM 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss ate Institute, 593 D'Dnofrio Drive; Madison, w1 53719 MiTek. Industries, lInc.. Symbols PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8, 1/8� For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. `This symbol indicates the required direction of slots In connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C C3 CONNECTOR PLATE CODE APPROVALS J5 The first dimension is the width MiTek Indus! as, Inc. 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 OANG,MAIL dimension is the length parallel to slots. HUD/FHA 08 C7 ca 1591, 1329, 4922 BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE _—TM is[ CONNECTOR PLATE CODE APPROVALS The first dimension is the width MiTek Indus! as, Inc. 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 OANG,MAIL dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40,10 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING _—TM is[ Indicates location of joints at which bearings (supports) occur. MiTek Indus! as, Inc. TM HYDRO A/R ® nPANEL OANG,MAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19961 at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload,foof or floor trusses with stacks of construction materials: 14. Do not cut or after truss members or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses. ©1993'Mitek Holdings, Inc. Job OT40 1D20 I 1 russ I russ type ROOF TRUSS — 17uma Truss Co. talll or�(k x GpDrRm —20—La dui • 1 ' LOADING (psf) SPACING 2-0-0 -0-9-14 DEFL in (loc) I/defl ' 0-9.14 TCLL 20.0 Plates Increase 1.25- TC 0.56 Vert(LL) '0.15 3-4' >566 1.5x4 11 197/144 TCDL 10.0 Lumber Increase 1.25 ! BC 0.41 .` Vert(TL) -0.30 3-4 >283 ' M r" BCLL 0.0 N WB 0.00 „ Horz(TL) 0.00 . n/a ji uty 1'y t R3618059 1 1 (optional) �R s Jul 1- 600 Mi eklndustrles, Inc. Wed-Au�6 1-477:05 X0000 -F ge f r 4 `' • Scale = 1:17.8 3x4 - 9 IN 7-4-5 -• / 74-5 0.25112 r ( -0-9-14 I 7-4-5 0-9-14 7-4-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25- TC 0.56 Vert(LL) '0.15 3-4' >566 M1120 197/144 TCDL 10.0 Lumber Increase 1.25 ! BC 0.41 .` Vert(TL) -0.30 3-4 >283 <' , BCLL 0.0 Rep Stress Incr YES WB 0.00 „ Horz(TL) 0.00 . n/a BCDL 10.0 Code UBC97/ANSI95 + 1st LC LL Min I/defl = 360 Weight: 28 Ib LUMBER f BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E ' TOP CHORD Sheathed or 8-2-3 oc purlins, except end verticals. CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'BOT WEBS 2 X 4 SPF Std REACTIONS (lb/size) 4=28i/0-5-8, 3 = 283/0-5-.8' - (Ib) - First Load Case Only,FORCES �� TOP CHORD 1-4=-212, 1-2=0, 2-3=-212 •` r 1 BOT CHORD 3-4=0 f WEBS 2-4=-0 NOTES - Provide adequate drainage to prevent water ponding.` '1) 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No: 16-13, UBC -97. 3) This truss has been designed with ANSVTPIA-1995 criteria. ' LOAD CASE(S) Standard r t x . ON /. _ NO. C04 Q919 EXP 9 r August 16,2000 WARNING = Verify design parameters and READ 'NOTES ON THIS AND REVERSE SIDE BEFORE USE esign valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual ;eb , uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of - omponent is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual 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 guidance. - regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Trues late Institute, 583 D'Onofrio Drive, Madison, WI 53719 MITek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in Inches. Apply plates to both sides of truss and securely seat. ya" '/8+ For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart 0 c O U a O Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE C3 CONNECTOR PLATE CODE APPROVALS J5 The first dimension is the width u �U perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel c8 ce HUD/FHA BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 401�1 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane v at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. TM BEARING 999 Indicates location of joints at ad! . which bearings (supports) occur. MITek IndUSfi IeS, Inc. � ®PANEL TM HYDRO Al ® CLIP GANG -NAIL 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials.,"' 14. Do not cut or alter truss memb6rs or plate without prior approval of a professio6bI engineer. 15. Care should be'exercised'in handling, erection and installation of,trusses! =N ©1993 Mitek Hoidin`gs, Inc. *' ' .lob I russ , I russ type uty Ply ' R3618044 OT40 D-2015 SLOPING FLAT 1 1 (optional) uma TrussCo. California u(1C'n x OSA m a utnta a X53 4 �61�R1 s Jul -1-41 14 06�IGli e cf In ustnes,Inc. aAug 660 age 4-8-1 t 10-4-9 16-1-2 21-9-10 24-11-6 +; 4-8-1 ) 5-8-8 5-8-8 5-8-8 �' 3-1-12 �+ �� z. Scale - 1:50.0 •{ f , �• 0.25 r12- ,' 7'� _ 4 • e - . 4x4 - 3x4,._ 3x4 - 3x4 - 3x4 - w_ , 3x6 'll 1 2 3 4 5 p - 1.5x4 6 7 ' N N N ' 14 13 12 11 10. 15 t 9 '8 3x4 II 3x4 - 3x4 - 4x6 - 3x4'- 4x4 - 3x6 - h 1-9-13 7-6-5 13-2-13 18-11-6 24-11-6 1-9-13 5-8-8 5-8-8 5-8-8 6-0.0 ' Plate Offsets 1:0-3-0,Edgel,. (psf) SPACING 2-0-0 CSI', =} -•DEFL in hoc) I/deft PLATES 'GRIP ,LOADING TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -.0.24 10 a>999 =0.43 M1120.1 97/1,44 TCDL 10.0 BCLL 0.0 Lumber Increase 1.25 Rep. Stress Incr YES BC 0.60 WB 0.68 Vert(TL) 10-12 >688 Horz(TL) 0.11 8 n/a BCDL 10.0 Code UBC97/ANSI95 : (Matrix) 1st,LC LL Min I/deft = 360 ,Y Weight: 93 Ib LUMBER' =' r BRACING ` TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 3-7-0 oc *purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E ! v BOT CHORD Rigid ceiling directly applied 1 or 10-0-0 oc bracing,"' Except: WEBS .� 2 X 4 SPF Std -=`.1 ^. 6-0-0 oc bracing: 13-14. REACTIONS (Ib/size) 14 = 986/0-5-8, 8 = 986/0-5=8 ` Max Horz 14=787hoad case 41 • �A ° . ' Max Grav 14=1142(load case 4), 8=1159(load case 3) ~� FORCES Ib) - First Load Case Only f ( TOP CHORD 1-14=-961, 1-2=-775, 2-3=-2478, 7-8=-73, 3-4=-2479, 4-5=-3061,5-6=-2359, 6-7=-62 BOT CHORD 13-14=70, 12-13=11124, 11,11-112=2959, 10-11 =2919, 10,15=2992, 615=2992, 8-9= 1498 ' WEBS 1-13=1068, 2-13=.4288,.2-112=797, 4-12=-592, 4-10=119, 5-10=78, 5-9=-763,,6-9=1010, 6-8='=1670' , NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, p UBC -97. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. 4) This truss has been designed for a total drag load of 2015 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-11-6 for 80.8 plf. ' LOAD CASE(S) Standard , 4 RCFESS(O ONG. yG n r. NO. C0419919 - EXP 9- 7 n a ? . - Y J> CIV! �P FC WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE AU9l1S 16, 2000 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual. - uilding component to be Installed and loaded vertically.'Applicability of design parameters and proper incorporation of ` t P omponent Is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb 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 guidance •� -' regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onotrio Drive, Madison, WI 53719 MiTek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION 13/, ' Center plate on joint unless EUC.6 dimensions Indicate otherwise. U Dimensions are In inches. Apply plates to both sides of truss and securely seat. Ile 1/8 4 0 of O x U a 0 ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 J5 EUC.6 U FA --C. BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension Is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension Is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4011" continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at� which bearings (supports) occur. MiTek Industries, Inc. TM HYORO A/R ® PANEL CLIP GAMG-NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and In all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are; the responsibility of others unless shown. 13, Do not overload roof or.floor trusses with stacks of construction materials. 14. Do not or alter truss members or plate without prior approval of a professional engineer. t 15. Care should be exercised -in handling, erection and installation of trusses, ,11' ©1993 Mitek Holdings, Inc. • - 1 jobI russ I russ I ype a Oty Ply R3618060I OT 40 D21 ROOF TRUSS 1 1 J (optional) Yuma Truss Co. California •0 0 x gqg X Mi 1-2 Za uinta Ca 9-2'253 4.201 F s u 06FTi e Industries,Inc. aAug f6-14�7�fi 2b6�Page 1 -0-9-14 5-4-5 0-9-14 54-5 � 0.25112 t i :Scale = 1:17.3 E- .1.5x4.11 _ r 3x4 1 r „ 2 1 � to N 9 • ;' .I 3x4 - 1.5x4 II • � 0it 5-4-5 C 0-9-1 a s -a -s LOADING (psf) SPACING - - 2-0-0. CSI uilding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of DEFL in floc) I/deft PLATES GRIP TCLL ' 20.0 Plates Increases 1.25 TC 0.29 Vert LL) -0.04 3-4 >999 M1120 197/144 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss TCDL 10.0 Lumber Increase 1.25 BC 0.21 Vertk) "0.08 3-4 >768, ' BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/ BCDL .10.0 Code UBC97/ANSI95 1si LC LL Min I/defl = 360 ' Weight: 21 Ib LUMBER _ BRACING +• TOP CHORD ,2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-2-3 oc purlins; except end verticals. CHORD 2 X 4 SPF 1650F 1.4E h BOT CHORD Rigid ceiling directly applied or.10-0-0 oc bracing. ,BOT WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 4 = 203/0-5-8, 3=203/0-5-8 r I (lb) - First Load Case Only 'FORCES TOP CHORD 1-4=-152, 1-2=0, 2-3=-152 BOT CHORD 3-4=0 ' t� WEBS 2-4=-0 _ NOTES Provide adequate drainage to prevent water ponding.' t '1) 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.116-B, - UBC -97. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard ' ROVESSIO pONG NO. C049919 EX P. 9-3 ' y i 4 • � s?�� CNI ��P M . - C _ ® WARNING -Verify design parameters and READ NOTES, ON THIS AND REVERSE SIDE BEFORE USE August 16,2000 esign valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual _ uilding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Duality Standard, DSB- Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss r,..te Institute, 583D'Onofrlo Drive, Madison, w1 53719 MTek Industries, Inc. Symbols � Numbering System � A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8^ 1/8� ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots In connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension Is the length parallel to slots. LATERAL BRACING Indicates location of required 4011' continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. J2 J3 J4 TOP CHORDS cz J5 ZC3 Shy U ce co BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBG SBCCI WISC/DILHR 3 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane v at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 1 W. at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling is installed, unless otherwise noted. W91 MiTek Industries, Inc. TM HYDRO A/R ® PANEL CLIP 12. Anchorage and/or load transferring connections to trusses are,the responsibility of others unless shown.__ v �_ "�- 13. Do not:overload roof or floor trusses with stacks of construction material`s. 14. Do not cut or after truss members or plate without prior approval of a .profes ional engineer. 15. Care should be exorcised iri handling, erection and installation of•frusses�, ' ©1993 Mitek Holdings, Inc Job truss truss I ype uty Nly R3618061) OT40 D22 ROOF TRUSS 1 1 J lie tional) uma russ o.,Caorf nia •u1A o x uqu m - 0, La uinta Ca 9�2T53 .201-5 s u �O6n austries, Inc ee ug 16-14:17:06-2660—Page 1 -0-9-14 3-4-5 ti �'- 4 - y 0-9-141.5x4 3-4-5 r 1 '1 0.25(123 _ ;` Scale 1:14.1 It N IN f ` 1 3x4 - 1.5x4 11 0-9-14 I 3-4-5 0-9-14 3-4-5 t r LOADING (psf) SPACING t 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 , TC 0.11 Vert(LL) =0.01 3-4 >9991 M1120 1971144 'TCDL 10.0 Lumbe"ncrease 1.25 BC 0.08 Vert(TL) -0.01. 3-4 >999 BCLL . 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC97/ANS195 1 st LC LL Min I/defl = 360 Weight: 15 Ib LUMBER ! BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E ( TOP CHORD .Sheathed or.4-2-3 oc purlins,' except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E x BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std 1 r L, REACTIONS (Ib/size) 4=123/0-5-8,'3=123/0-5-8 FORCES (lb)'- First Load Case Only 'TOP CHORD 1-4=-92, 1-2=-0, 2-3=-92 x +� BOT CHORD 3-4=0 ; + WEBS 2-4=0 4t �- NOTES '1) Provide adequate drainage to prevent water ponding. x ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. r 3) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard pON NO. 649919 EXP. 9- WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August .16,2000 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual , wilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of, omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.. j �� a,, l Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance' regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specillcatlon, and HIB -91 Handling Installation and Bracing Recommendation available from Truss as„ late Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek IndusiTies, Inc. Symbols ca PLATE LOCATION AND ORIENTATION 1 3/G ' Center plate on joint unless dimensions indicate otherwise. � � 3 Dimensions are in inches. Apply �y plates to both sides of truss and c7 ca securely seat. 1/8^ 1/84 0 c O x U a O ' For 4 x 2 orientation, locate plates 1 /8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 ca J5 u � � 3 �y ca c7 ca BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 401�1 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N -!TM BEARING Indicates location of joints at which bearings (supports) occur. MITek Industries, Inc. � nPANELrM HYDROA/® G^NG-NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload ro6f or floor trusses with stacks of construction materials.. 14. Do not cut or alter truss members or plate without prior approval of a,professional engineer. 15. Care should be exercised -6 handling, erection and installation of trusses. ' v ©1993 Mitek Holdings, Inc Job I russ I russ I ype y 'k ' ciiy• ky R3618062 t-u-m-a-Tr-ussCo-.­C7a1'ifFrn-ia-0rk0!x)9i;GfA T40 D23 ROOF TRUSS 1 1 (optional) 1111661-20, Lau� a 47T01 SR11 s Jul- ' 60-M 1c In ustnes, Inc. Wed Aug 660 Page a-D-9-14 14.5 1z i �• rt 0-9-14 14-5 1.5x4 II 3x4 - 0.25 L12 2 �' Scale = 1:13.8 p , • ' I ~ it LO Fn , r 3x4 - 1.5x4 II '-0-9-14 1-4-5 t 0-9-14 1-4-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.01 'Vert(LL) -0.00 4� >999 M1120 197/144 .- TCDL 10.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 4 5999 'BCLL0.0 Rep Stress Incr YES f WB 0.00 Horz(TL) 0.00 n/a BCDL ,1 0.0 Code UBC97/ANS195 1st,LC LL Min I/defl = 360 Weight: 8 Ib LUMBER y _ BRACING .TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 2-2-3 oc purlins; except end verticals. 'BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std , ~ REACTIONS (Ib/Size) 4=43/0-5-8, 3=•43/0-5-8 ^r n FORCES (lb) - First Load Case Only 1 'TOP CHORD 1-4=-32, 1-2=0, 2-3=-32'" .Y BOT CHORD 3-4=0't � " WEBS 2-4=-O NOTES r 1 t �'. '1) Provide adequate drainage to prevent water ponding. ` A 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 1 6-B, UBC-97. , k' r , 3) This truss has been designed with ANSI/TPI,1-1995 criteria.- ' LOAD CASE(S) Standard �? t: V(to fuslo ' 140. C049919 EXP 9 CN11. ' August 16,2000 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE _ Design valid for use only with MITak connectors. This design is based only upon parameters shown, and is for an individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of ' " ; •• r � omponent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual ' eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST-88 Quality Standard, DSB- 9 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 Donofrio Drive, Madison, wl 53719 MITek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION 13/, ` Center plate on joint unless ZC3J5 LC.6 dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8' 1/84 0 c O x U a O ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. `This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOC'A 86-43, 85-75, 91-98 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4011, continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N � TM BEARING Ell Indicates location of joints at which bearings (supports) occur. MITek Inclusi 3s, Inc. ® TM PANEL HYDRO A/R ® CLIP GAMC21NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3, Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses,are.tlie`responsibility of others unless shown.' 13. Do not overload roof or floor trusses with stacks of construction materials: 14. fDo not cut or altertruss members or plate without .prior approval of a professional engineer. 15. tare' should be=ekercised in handling, erection and installation of trusses. ©1993 Mitek Holdings; Inc.` t.Y 5 ZC3J5 LC.6 ce BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOC'A 86-43, 85-75, 91-98 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4011, continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N � TM BEARING Ell Indicates location of joints at which bearings (supports) occur. MITek Inclusi 3s, Inc. ® TM PANEL HYDRO A/R ® CLIP GAMC21NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3, Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses,are.tlie`responsibility of others unless shown.' 13. Do not overload roof or floor trusses with stacks of construction materials: 14. fDo not cut or altertruss members or plate without .prior approval of a professional engineer. 15. tare' should be=ekercised in handling, erection and installation of trusses. ©1993 Mitek Holdings; Inc.` t.Y Job LOT40 Yuma Trus: Iruss Iruss type D3-3425 SLOPING FLAT •0WTUx gy0 m — 20, La Quinta Ca -97 4-2-9 9-11-1 14-2-9 5-8-8 0.25 rT2- 3x4 — 3x4 - 4x4 - 2 3 O � N N N 14 13 3x4 11 3x4 • Qty Yly 1 1 (o 4.70—Sfi s Jul 14 000 Mi e 15-7-10 - + 5-8-8 3xQ = U4 = 21-4-2' 5-8-8 836180631 o: 122-11-1514 1-7-12 1-6-0. Scale= 1:45.7 1.5x4 = 3x8 - 15 00 O 1-4-5 7-0.13 ^12 11 10 9 8 3x4 = 3x6 = 3x4 3x8 = 3x4 - 1£Lrw1A 77-11-1A 7A_t1A 14 t WARNING - Verify design parametersandREAD NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual _ eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB. 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'0nofrlo Drive, Madison, WI 53719 MiTek Industries, Inc. August. 111 r 1-4-5 5-8-8 5-8-8 TOP CHORD 2 X 4 SPF 1650E 1.4E + — TOP CHORD Sheathed or 3-8-8 oc purlins, except end verticals. 5-8-8 4-60 1-6-0 LOADING (psf) SPACING 2-0-0— CSI DEFL in floc) I/defl PLATES GRIP •. TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.21 10-12 >999 M1120 197/144 " 10.0 Lumber Increase 1.25 BC 0.68' Vert(TL) -0:35 10-12 >773 'TCDL BCLL 0.0 Rep Stress Incr NO t WB 0.86 Horz(TL) 0.11 8 ' n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) + -'1st LC LL Min I/deft = 360 Weight: 87 Ib 14 t WARNING - Verify design parametersandREAD NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual _ eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB. 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'0nofrlo Drive, Madison, WI 53719 MiTek Industries, Inc. August. 111 r LUMBER BRACING .. ' TOP CHORD 2 X 4 SPF 1650E 1.4E + — TOP CHORD Sheathed or 3-8-8 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directlyapplied or 5-3-8 oc bracing. WEBS 2 X 4 SPF Std •. " REACTIONS (lb/size) 14=908/0-5-8,,9'= 908/0-5-8 r I Max Horz 14=1500(load ase 4) r , Max Grav 14=1197(load case 4), 8=1,225(load case 3) .. 'FORCES hb) - First Load Case Only TOP CHORD 1-14=-888, 1-2=-536, 2-3=-2119, 7-8=30, 7-15=0, 3-4=-2119, 4.5=-2570; 5-6=-1704, 6-7=-20 BOT CHORD 13-14=59,12-13=1521,11-12=2545,10-11=2545,9-10=2416,8-9=777 WEBS 1-13=892, 2-13=-1207, 2-12=728, 4-12=-525, 4-10=26, 5-10=179, 5-9=-858, 6-9=1087, 6-8=-1-171 'NOTES , + 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, a UBC -97. - 31 This truss has been designed with ANSITTPI 1-1.995 criteria. This truss has been designed for a total drag load of 3425 lb. Connect truss to resist drag loads along bottom chord from '4) 0-0-0 to 22-11-14 for 149.0 plf. + 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. ' LOAD CASE(S) Standard 1 r _ QROFESSIO �pONG y lFy� �p W NO. C049919 EXR 9-3 14 t WARNING - Verify design parametersandREAD NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual _ eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB. 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'0nofrlo Drive, Madison, WI 53719 MiTek Industries, Inc. August. 111 r Symbols PLATE LOCATION AND ORIENTATION 13/, ' Center plate on joint unless dimensions indicate otherwise. �caC6 ZC7 Dimensions are in Inches. Apply U plates to both sides of truss and securely seat. 1/8+0 c O U a ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 J5 u �caC6 ZC7 U BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane M at joint locations. a 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19`Yo at time of fabrication. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension Is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4010 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING I 7M Indicates location of joints at ma which bearings (supports) occur. MiTek Industries, Inc. � ® n TM HYDRO A/R ® GANG -NAIL 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of c6nstruction materials. 14. Do not cut or after truss members or plate without prior approval of a professional engineer. r 15. Care should be:exercised..in handling, erection and installation"of trusses. ©1993'Mitek Holdings, Inc.jf'' Job I russ I russ I ype r city' F'ly R3618064 OT40 D4 SLOPING FLAT 2 1 (optional) 'Yuma russCo. alBorrna gf$'u x gy1] 'm a Qulnta X92253 4:2x1—SR- s Jul14 O��IVIi e n ustnes, nc. �d-�1�1-4:17 8 206 age r' 434-10-2 r`. 3-1-12 `' 8-145 14-6-13 20-3-5 '25-11-14 31-8-6 33-4-2 3-1-12 5-8-8 5-8-8' 5-8-8 5-8-8 5-8-8 1-7-112'1-6- cale = 1:67.0 ' 4 •0.25 Ff2 — • 4x6 - ; •4x6 _ 3x4 - 8x8 11 48 - 3x4 - 3x4 - 3x4 - 3x4 - 3x6 — 1` 21 2 3 4 r 5 6 7' 8 -� q o 19 co u? 01I N O O op O ! S" I to O 18 17 16 15 14 13 12 11 10 6x8 - • 48 - 3x4 410 M1118 - 3x4 — 46 - 3x4 - 5x6 WB - 3x4 - ' t I6-0-0 1 11-8-9 1 17-5-1 1 23-1-9 1 28-10-2 I 33 4 2 14-10-1 6-0-0 5-8-8 5-8-8 5-8-8 5-8-8 4-6-0 1-6-0, Plate Offsets :[1:0�-0, Edge] ,LOADING (psfl SPACING 2-0-0 CSI -DEFL in _floc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.45 ' 14 >868 M1120 197/144 TCDL 10.0 Lumber Increase 1.25 BC 0.90 Vert(TL) =0.91 14-15 >432 M1118 141/138 BCLL • 0.0 Rep Stress Incr NO WB 0.92 'Horz(TL) 0.15 10 n/a .1 1 BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360 Weight: 155 Ib 1' + r ti F BRACING,LUMBER TOP CHORD 2 X 6 DF No.2-G TOP CHORD' Sheathed or 3-1-15 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E t BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ; WEBS 2 X 4 SPF Std 'Except' - + 1-18 2 X 4 SPF 1650F, 1.4E, 8-.11.2 X 4 SPF 1650F 1.4E ' OTHERS 2 X 6 OF No.2-G I x" r ' REACTIONS (lb/size) 10 = 1308/0-5-8, 20 = 1441 /0-5-8 ' FORCES (Ib) - First Load Case Only TOP CHORD 18-20=1203, 1-20=-212, 1-21 =-169;•2-21 =-164, 2-3=-3319,3-4=-5034, 4-5=-5380, 9-10=-12, 9-19=0,. 5-6=-5380, 6-7=-4758, 7-8=-2745, 8-9=-54 'BOT CHORD 17-18=1880, 16-17=4494, 15-16=4494, 14-15=5360, 13-14=5228, 12-13.5228, 11-12=4064, ' 10-11 =1162 WEBS 2-18=-2060, 2-17=1.668, 3-17=-1396, 3-15=633, 4-15=-400, 4-14=22, 6-14=181, 6-12=-574, 7-12=815, 7-11 =-1567, 8-11 =1835, 8-10=-1669 'NOTES ° 11 Provide adequate drainage to prevent water ponding. rr ' 2) All plates are M1120 plates unless otherwise indicated. r 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, , UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) This truss has been designed with ANSI/TPI 1=1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Special hanger(s) or connection(s) required to support concentrated load(s) 130.0Ib down at 1-7-4 on top chord. Design for unspecified connection(s) is delegated to the building designer. tLOAD CASES) Standard c FESS10 1) Regular: Lumber Increase 1.25, Plate Increase= 1.25 QRO Uniform Loads (plf) ONGFti Vert: 10-18=-20.0, 1-20=20.0, 1-5=-60.0, 5-9=-60.0 ' Concentrated Loads (lb) _ Vert: -21=-130.0 W ' * NO. C044919 ' - r EXP 9- .� CNI August 16,2000 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual _ uilding component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of ! , omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb 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 guidance T regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss is to Institute, 583 D'Onofrio.Drive, Madison, w1 53719 MiTek Industries, Inc. Symbols � Numbering System � A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8" —► ♦— x/84 For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. J2 J3 J4 TOP CHORDS C2 ZC3J5 U Ce Ce BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO SBCCI WISC/DILHR H D11 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane v at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 1 Wo at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. �� 7M Ell MITek Industries, Inc. ® TM HYDRO -AIR CLIP /R ® PANEL 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. � - 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss members or plate without prior approval of a -professional engineer. 15. Care should be.exercisedJin,liandling, erection and installation of trusses::_. ©1993 Mitek Holdings, Inc. -z' :�:.� Job U, Iruss Iruss type Oty Ply 2 R3618065 D5-GRDR SLOPING FLAT 1 (optional) issCo. C-aTifomia • 'u x Uo0 m ----TCF'-La Quin a MS5 —472-61—SRt s Jul 14 i e Industries, Inc—Ved Aug16-14:1-7-:08 2600 Page 1. r 34-10-2 s , 3-1-12 B-10-5 14-6-13 20-3-5 25 11-14 31-8-6 334-2 1 3-1-12 + - 5-8-8 5-8-8 I 5,8-8 5-8-8 I z 5-8-8 +1a-12'1-6-0".5Cale = 1:67.7 ' 0,25 r12- 4x6 124x6 - 6x8 - 3x4 = 3x4 = O -6 O T1 - 1 O 3x8 = 3x6 = 3x4 = A Fa 1.5x4 = 3x4 - 3x4 - 20 00 k; O 19. 18 17 16 15 14 13 22 12 11 10 6x6 - 3x4 - 3x4 - 1.5x4 I I 4x6 - 3x4 - 3x4 = 3x4 4x4 - 3x4 - ti- . , 6-0-0 + 11-8-9 + 17-5-1 1 23-1-9 1 28-10-2 1 33.4-24-10 6-0-0 5-8-8 5-8-8 5-8-8 5-8-8 4-6-0 1-6-0 LOADING (p'sf) SPACING 2-0-6 CSI % DEFL in (loc) 'I/deft PLATES GRIP ,TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.42 12-14 >929 M1120 197/144 TCDL 100 Lumber Increase 1 25 BC 093 Vert(TLI 085 12-14 >459 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) X0.09 10 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1 st, LC LL Min I/defl = 360 Weight: 252 Ib BRACING 'LUMBER TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 4-11-0 oc purlins, .except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS 2 X 4 SPF Std `Except' - 1-19 2 X 4 SPF 1650F 1-.4E, 2-18 2 X 4 SPF 1650F 1.4E 8-11 2 X 4 SPF 165OF 1.4E F OTHERS 2 X 6 OF No.2-G ` REACTIONS (lb/size), 10= 1764/0-5-8, 21 = 1807/0-5-8 4 s FORCES (lb) - First Load Case Only , TOP CHORD 19-21 =1631, 1-21 =-161, 1-23=-103, 2-23=-98, 2-3=-4284, 3.4=.6925, 4-5--8312, 9-10=-2, 9-20=0, 5-6=-8312, 6-7=-7008, 7-8=-3700, 8-9=-55 BOT CHORD 18-19=2344, 17-18=5939, 16-17=5939, 15-16=7667, 14-15=7667, 13-14=7768, 13-22=7768, - 12-22=7768, 11-12=5698, 10-11 =1490 WEBS 2-19=-2737, 2-18=2278,,3-18=-1991, 3-16=1175, 4-16=-916, 4-14=787, 6-14=664, 6-12=-936, 7-12=1565, 7-11 =-2401,8-11 =2597,8-10=-2222, 4-15=-86, - - NOTES e 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 2001b has been applied.for the green lumber members. ' Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should '4) verify capacity of bearing surface. 5) This truss has been designed with ANSI(TPI 1-1995 criteria. _ 6) 2 -ply truss to be connected together with 10d Common(.148"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 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.- c.7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) 8) Special hanger(s) or connection(s) required to support concentrated load(s) 130.0Ib down at 1-7-4 on top chord, and 455.0Ib down at 17-3-11, and 367.Olb down at 20-3-2 on bottom chord. Design for is delegated to r�FE�jQ unspecified'connection(s) the building designer., ` 0 ' l f y���O LOAD CASE(S) Standard, t CJ 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25' Uniform Loads (plf) t , Vert: 10-19=-20.0, 1-21 =20.0, 1-5=-60.0, 5-9=-60.0 NO. 0049919' Concentrated Loads (Ib) p(P9_1• Vert: 14=-455.0 22=-367.0 23=-130.0 � " _ S ' r' a �• ,t)q Cn ��P August 16,2000 WARN/NC -Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual. ' uilding component to be Installed and loaded vertically.'Applicability of design parameters and proper Incorporation of, omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Duality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late In 583 D'Onofrio Drive, Madison, WI 53719 MITek Industries, Inc. . Symbols PLATE LOCATION AND ORIENTATION 13/, ' Center plate on joint unless dimensions indicate otherwise. ZC3 Dimensions are in inches. Apply plates to both sides of truss and C6 securely seat. 1/8� 0 of O U a O ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 J5 ZC3 Ce C6 BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. 0 ti PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 401�1 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N im BEARING Indicates location of joints at M! which bearings (supports) occur. MITek Industries, Inc. TM ® PANEL HYDRO A/R ® CLIP GAM4 i -NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, s¢e and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. . 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss members or plate without prior approval of a professional engineer. 15. Care should be exercised'in handling, erection and installation of trusses: 0 1993 Mltek Holdings, Inca/ r �l Iruss truss type D6 SLOPING FLAT ussCo. ali orf nia -Gl` 0 x OcD1`;V = E0, a 0alr I5-7-2 5-7-2 • 4 a! L �' - 3z4 - 0 0 u? N r? N (lty f'ly 1 1 201 SRI sJul— WK 11-3-10 5-8-8 • 0.25112 3x4 - -. R3618066— nc. Wea Aum -6--1-4-.-177U3--100-0 Pane h r .1. 12-11-6 1-7=12 'r' a 1-6-0 -Scale = 1:25.7 1.5x4 - R„A _ 9 r 1.5x4 11 3x4 = 3x4 - " 3x4'= 2-8-13 8-5-6 12-11-6 ■ 2-8-13, 5-8-8 oc'bracing: 'WEBS . 2 X 4 SPF Std c• 4-6-0 1-6-0 LOADING (psf) SPACING. 2-0-0 r CSI DEFL in (loc) I/clef, PLATES ., GRIP TCLL 20.0 Plates Increase 1.25 .. TC 0.34 VertILU 0.04 6-7 > 999 M1120 197/144 s ,` 10.0 Lumber Increase 1.25 ) ' BC 0.33 Vert(TL) -0.08 6-7 >999 ; 'TCDL BCLL 0.0 Rep Stress Incr NO WB 0.29 HOrz(TL) 0.01 5 - n/a 6) Special hanger(s) or connection(s) required to support concentrated load(s) 1'30.O1b down at 1-7-4 on top chord. Design for BCDL 10.0 Code 'UBC97/ANSI95 1st LC LL Min I/deft = 360 Weight: 51 Ib LUMBER '" BRACING - TOP CHORD 2 X 4 SPF 1650F 1.4E �. # n TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or. 10-0-0 _ oc'bracing: 'WEBS . 2 X 4 SPF Std c• REACTIONS (Ib/size) 8=506/Mechanical, 5 = 506/0-5-8 t ' FORCES (lb) - First Load Case Only CHORD 4-5=-45, 4-9=0, 1-2=-421, 2-3=-656,3-4=-0 'TOP BOT CHORD 7-8=-0, 6-7=787, 5-6=353 ' D WEBS 1-7=532, 2-7=-439, 2-6=-157, 3-6=356; 3-5=-547, 1-8=-480 + 1 + NOTES Provide adequate drainage to prevent water ponding. ' '1) 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurient with any other live loads per Table No. 1&B, UBC -97. 1. 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. + , Design assumes 4x2 (flat orientation) purlins at oc`spacing indicated, fastened to truss TC w/ 2-10d nails.15) 6) Special hanger(s) or connection(s) required to support concentrated load(s) 1'30.O1b down at 1-7-4 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard + 1) Regular: Lumber Increase= 1.25, Plate Increase 1.25 Uniform Loads (plf) ! = ' Vert: 5-8=-20.0, 1-4=-60.0 y . Fac. �OQapFESSIp� ONG y� p NO. C00919 EXP 9- �q CN a i T F A August 6,2000' WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE �. esign valid for use only with MITek connectors. This design is based only upon• parameters shown, and is for an individual ullding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of - _ omponent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual x eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- " 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss $ late Institute, 583 D'Onofrlo Drive, Madison; WI 53719 MITek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION 13/' ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8" ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart 0 CL O 2 U a Numbering System J2 J3 J4 TOP CHORDS C2 C9 CONNECTOR PLATE CODE APPROVALS J5 The first dimension is the width Z_ perpendicular to slots. Second BOCA &5-93, 85-75, 91-28 !PU C8 c� ca HUD/FHA BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA &5-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4010 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane X at joint locations. a- 0 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. �� TM BEARING Is[ Indicates location of joints at which bearings (supports) occur. MITek IndUsi T s, Inc. ® PANEL TM HYDRO A/R ® GANG -NAIL Q9 CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. , • - "'. ��,: } 13. Do not overload roof or floor trusses with stacks of construction materials~ I 14. Do not cut or alter truss members or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of, trusses.'• ©1993 Mitek Holdings, Inc. , Job Iruss truss type Oty tly R3618067 OT40 D7 SLOPING FLAT 1 1 s (optional) Yuma Truss Co. afi orf nia •OfX'gix 00fA'tn a umta �92�5� 4.261 �Fi s Jul 14 0�0 I ek In us lnc CIVed7lu­g1-6-1-,f-.-1-7: 09 660—Page 1 3-112 I 8-10-5 14-6-13 17-4-2 + 5-8-8 ' 5-8-8 2-9-5 ' +- Scale = 1:34.8 0.25r12 ' 4x6 - - 3x4 —_ 3x4 = 1.5x4 I t - - 6x8 3x4 4 5 1 12 2 3, ~ ' N 4 o N O OD .Ill 01 C> LEI t E 10 9 8 7 6 6x6 - 3x4 - ; 3x4 - 3x4 - 4x4 = i : _ 6-0-0 11-8-9 17-4-2 I I 6-0-0 5-8-8 5-7-9 LOADING (psf) SPACING - 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP . TCLL 20.0 Plates Increase * -1.25 TC 0.42 -Vert(LL) -0.05 7-9 >999 M1120 . 197/144 10.0 Lumber Increase 1.25 BC 0.33 ! Vert(TL) -0.11 7-9" >999 'TCDL BCLL 0.0 Rep Stress Incr NO WB 0.31 -<Hori(TL) 0.02 6 . n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl =<360 Weight: 66 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 5-9-6 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E r BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std *Except* .' 1-10 2 X 4 SPF 1650E 1,4E OTHERS 2 X 6 DF No.2-G REACTIONS (Ib/size) 6=672/Mechanical, 11 =798/0-5-8 'FORCES (lb) - First Load Case Only TOP CHORD 10-11 =651, 1-11 =-137, 1-12=-67, 2-12=-61, 2-3=-1333,-3-4`=-1242, 4-5==31, 5-6=-43 BOT CHORD 9-10=916,8-9=15,55,7-8=1555,6-7=779 , ,'. t , "'' % WEBS 2-10=-1039, 2-9=87, 3-9=-270, 3-7=-380, 4-7=561, 4-6=-945 �: t f NOTES.I 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.) 6-B, UBC -97. A plate rating reduction of 200/6 has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. '3) 5) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 130.0Ib down at 1-7-4 on top chord. Design for 'unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 6-10=-20.0, 1-11 =20.0, 1-5=-60:0 ' Concentrated Loads (Ib) Vert: 12 =-130.0 - i -, F'LSS►p VRL r ONG 1 ,- - t> a { NO. C040919 * EXP 9-3 -CNI Q��P WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16,2000 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual wilding component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of , omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual w. eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, wl 53719 MTek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION 13/' ` Center plate on joint unless dimensions indicate otherwise. �3U Z Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8" 1/8� 0 c O x U a 0 For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. `This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 J5 v �3U Z ce. BOTTOM CHORDS A J8 J7 J61 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. 0 CLI O x U a O R PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40�11 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N TM BEARING Indicates location of Joints at is! which bearings (supports) occur. MiTek Industries, Inc. TM ® PANEL HYORO A/R ® CLIP GANG -NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other, 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19`Yo at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided . at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are .the. responsibility of others unless shown. 13. Do not overload _roof or floor,trusses with stacks of construction materials,, ; 14. Do not cut or after truss members or plate without prior approval of a professional engineer. 15. Care should be exercised -in handling, erection and installation of trusses, %4 ©1993 Mitek Holdings,, lnc�� j Job 61 Iruss Iruss type (lty 1'ly R3618069 D8 SLOPING FLAT 1 1 (optional) >s Co. a6fornia •ufS'0 x 0�0 m0—La pinta C�225�401 SRS s Jul 1a f�71i a Industries, Inc. Wed Aug 6�4 1T16�66� age �r e r 3 � 1-12 } 8-10-5 14-6-13 20-3-5 22-3-2 + . 3-1-12 t 5-8-8 5-8-8 5-8-8 1-11-13 '. - • - Scale = 1:45.1 y ,• ti }• t. 0.25 6x8 - 3x4 - 5x12 '— 3)r4'-- 3x4 —_ 3x4 -' 3x4 = 1.5x4 11 1' 15 2 3 4 5 '- 6 7'- k 13 12 11 10 9 8 6x6 - 3x4 - 3x4 - 3x4 — 3x4 - r 3x4 - ' ' 6-0-0 + 11-8-9 I 17-5-1 22-3-2 { 6-0-0 5-8-8 5-8-8 4-10-1 LOADING (psf) SPACING . 2-0-0 CSI DEFL in (loc) I/defl PLATES, GRIP TCLL 20.0 Plates Increase 1.25. TC 0.79 Vert(LL) -0.11 11 >999 M1120 197/144 R TCDL ' 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.23 11-12 >999 z> BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.04 8 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min I/defl =',360 Weight: 85 Ib LUMBER BRACING . TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 4-4-2 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or- 10-0-0 oc bracing. WEBS 2 X 4 SPF Std OTHERS 2 X 8 OF No.2-G REACTIONS (Ib/size) 8=860/0-5-8; 14=991/0-5-8 'FORCES (lb) - First Load Case Only TOP CHORD 13-14=844, 1-14=-136, 1-15=-67, 2-15=-61, 2-3=-1852, 3-4=-2334, 4-5==1518, 7-8=-22, 5-6=-1518, 6-7=-25 BOT CHORD 12-13=1129, 11-12=2364, 10-11 =2134, 9-10=747, 8-9=747 WEBS 2-13=-1325, 2-12=847, 3-12=-619, 3-11 =-41, 4-11 =240,4-10=-758, 6-10=938, 6-8=-1072 'NOTES 11 Provide adequate drainage to prevent water ponding. , 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, . UBC -97. 3) A plate rating reduction of 20% has been applied.for the green lumber members. 14) Bearing at joints) 14 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 130:01b down at 1-7-4 on top chord. Design for . unspecified connection(s) is delegated to the building designer. 'LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase = 1.25 Uniform Loads (plf) Vert: 8-13=-20.0, 1-14=20.0, 1-5=-60.0, 5-7=-60.0 Concentrated Loads (lb) Vert: 15=-130.0 QROFESS►O ��pcf0 �pONG y� ``P' l W � _ - * NO. C049919 " ' EXP 9- r. C WARN/NG - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE - August 16,2000 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual , uilding component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of omponent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. rw Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance tm,garding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Duality Standard, DSB- , Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss ate Institute, 583 D'onofrlo Drive, Madison, WI 53719 MiTek Industries, Inc. Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION --► 13/, ' Center plate on joint unless dimensions Indicate otherwise. Dimensions are In inches. Apply plates to both sides of truss and securely seat. VS' '/8+ ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. *This symbol indicates the required direction of slots In connector plates. *For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart J2 J3 J4 TOP CHORDS BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE C3 CONNECTOR PLATE CODE APPROVALS J5 The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA ce LATERAL BRACING co ICBO BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4010 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane v at joint locations. a 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 1996' at time of fabrication. ,m, BEARING Ell Indicates location of joints at which bearings (supports) occur. MiTek Inclusi m, Inc. TM ® PANEL HYDRO A/R ® OANO-NAIL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. ft v- 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or atter truss members or plate without prior approval of a;professional engineer. 15. Care should be exercised'in`handling, erection and installation of trusses. ©1993 Mitek Holdings, Inc. .'+r, Job n Iruss truss type D8-GRDR ' SLOPING FLAT Fuss o. (:alt orf nia •GAT 0911WOM 1=20 -La ouiFt5, 3-1-12 8-10-5 3-1-12 5-8-8 - • •' 0.25 x12 4x6 = 4 6x8 = 3x6 = , 3x4 = - 0 co �O o d,I 1 O fra yL2b:f 14-6-13 U y Fly I�F11 s Jul 1 00 5-8-8 } 5-8-8 � •I 3x4 = 3x4 = 3x6 = A r a R3618068 25-1114 I 3178-6 : 34-10-2 . 5-8-8 5-8-8 3-1'12 ' r � 7Scale = 1:70.8 49- 3x4 = 1.5x4 , = 20 19 18 17 16 15 14 22 13 12 11 10 6x6 = 3x4 - 3x4 = 3x4 = 4x6 = 4x4 = 4x4 = 4x4 = 4x4 = 3x4 II 0 k? O 6-0-0 f 11-8-9 1 17-5-1 } 23-1-9 �4-8-0 28-10-2 } 34-10-2' 6-0-0 5-8-8 5-8-8 5-8-8 1-6-7 4-2-2 6-0-0 Plate Offsets [17:0-2-0,Edgel LOADING (psf) SPACING, 2-0-0 ' CSI DEFL _ in (loc) I/deft PLATES. GRIP, - 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.19 16-18 >999 M1120 197/144 'TCLL TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) . -0.39 16-18 >738 + BCLL 0.0 Rep Stress Incr NO I WB 0.67 ' Horz(TL) -0.04 21 n/a , BCDL 10.0 Code �UBC97/ANSI95 ; (Matrix) 1st LC LL Min I/deft = 360 Weight: 131 Ib LUMBER ? BRACING , 'TOP CHORD 2 X'4 SPF 1650F 1.4E TOP CHORD Sheathed or 3-7-6 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 4-3-6 oc bracing. WEBS . 2 X 4 SPF Std "Except" 1-19 2 X 4 SPF 1650F 1.4E, 6-15 2 X 4 SPF 1650F 1.4E 7-13 2 X 4 SPF 1650F 1.4E 2 X 6 DF No.2-G �' 1 'OTHERS REACTIONS (Ib/size) 10=-0/0-5-8, 21=1151/0-5-8, 12=2540/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 19-21 =996, 1-21 =-143, 1-23=-76, 2-23=-71, 2-3=-2370, 3-4=-3220, 4-5=-2880, 9-10=-27, 9-20=0, ' 5-6=-2879, 6-7=401, 7-8=804, 8-9=-21 BOT CHORD 18-19 =1420, 17-18 = 3077, 16-17 = 3077, 15-16 = 3242, 14-15 =1422, 14-22 =1422, 13-22 =1422, 12-13=-1889, 11-12=-1889, 10-11 ==123 - z WEBS 2-19=-1642, 2-18=1113; 3-18=-853, 3-16=167, 4-16=-32, 4-15=-447, 6-15=1780, 6-13=-2227, 7-13=2261, 7-11 =1207; 8-11 =-796, 8-10=1,67, 7-12=-2625 ' NOTES 11 Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. i t 3) A plate rating reduction of 20% ha"s been applied.for the green lumber, members. Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should '4) verify capacity of bearing surface. 5) Non Standard bearing condition. Review required. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Special hanger(s) or connections) required to support concentrated load(s) 130.Olb down at 1-7-4 on top chord, and 455.0Ib 2 down at 17-3-11, and 367.0Ib'down at 20-3-2 on bottom chord. Design for unspecified connection(s) is delegated to the �• ' building designer. 5 { QRpFESSIO^ 4 LOAD CASE(S) Standard 1) Regular Lumber Increase= 1.25, Plate Increase 1.25 DING <ccy ' Uniform Loads (plf) Vert: 10-19=-20.0, 1-21 =20.0, 1-5=-60.0; 5-9=-60.0 ; Concentrated Loads (lb) Vert: 15=-455.0 22=-367.0 23=-130.0 NO. C049919 EXP 9- WARNING - Verify design +parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16,2000 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual wlding component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual' , eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.' TM Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Ouallty Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719 MITek Industries, Inc. Symbols I Numbering System � A General Safety Notes PLATE LOCATION AND ORIENTATION --► 1 3/4 ' Center plate on joint unless dimensions Indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8+ ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nail Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. 0 of O x U a O J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBG 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane M at joint locations. D_ R 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. im MITek Industries, Inc. TM HYORO_A/R® PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not'overload roof or floor trusses with stacks of constructiari materials. Vh 14. Do not cut or alter;truss members or plate without prior.approval of a professional engineer. 15. Care stiould be exercised-in,handling, erection and installation of trusseO- ©1993'Mifek Holdings, Inch ;; f C3 J5 NC -8 C7 ca BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBG 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane M at joint locations. D_ R 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. im MITek Industries, Inc. TM HYORO_A/R® PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not'overload roof or floor trusses with stacks of constructiari materials. Vh 14. Do not cut or alter;truss members or plate without prior.approval of a professional engineer. 15. Care stiould be exercised-in,handling, erection and installation of trusseO- ©1993'Mifek Holdings, Inch ;; f Iruss Iruss type uty f'ly 6x6 - 3x4 -._ 3x4 - 3x4 - _ 3x8 - ' 3x4 - • R3618070 124-3-21 D9 SLOPING FLAT LOADING (psf) 1 1 DEFL in floc)I/defl PLATES GRIP TCLL 20.0 Plates Increase � 1.25 TC 0.82 Vert(LL) -0.16 11• >999 M1120 1 197/144'. (optional) 10.0 Lumber Increase 1.25 Us sCo. a I orf nia ofX'a x g9gtA'm 1�6; LaQuintaCa 923��4.2OT—SR1--. ul 1 000 Mi a cl—In ustne� s, Inc. WecTAug 114: i7: i 1—R5 age 3-1-12 8-10-5 14-6-13 ; 20-3-5 24-3-2 3-1-12 5-8-8 5-8-8, + 5-8-8 _ 3-11-13 1st LC LL Min I/deft = 360 Weight: 89 Ib LUMBER ti BRACING Scale = 1:48.7 TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 3-11-4 oc.purlins, except end verticals. 0.25 rf2- BOT CHORD 2 X 4 SPF 1650F 1.4E 'r BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. s . OTHERS 2 X 8 OF No.2-G REACTIONS (Ib/size) 8=939/Mechanical, 14=1072/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 13-14=923, 1-14=,-1 25, 1-15=-69, 2-15=-63, 2-3=-2081,`3-4=-2779, 4-5==2180, 7-8=-123, 5-6=-2180, 6-7=-87 • 5x12-= 3x4 -~ ` 3x4 - 3X4 3x4 - - 3x4 - 3x4 II 1 15 2 r 3 4 5 6 7 1) Provide adequate drainage to prevent,,water ponding. . 2► This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girderls) for truss.to truss connections. Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should '5) verify capacity of bearing surface. '0 6) This truss has been designed with ANSIITPI 1-1995 criteria. 'x 7) Special hanger(s) or connection(s) required to support concentrated load(s) 130.01b down at 1-7-4 on top chord. Design for ' unspecified connection(s) is delegated to,the building designer. r 13 12 _ 11 10 9 8 6x6 - 3x4 -._ 3x4 - 3x4 - _ 3x8 - ' 3x4 - I 6-0-0 11-8-9 117-5-1 1 23-1-9 124-3-21 ' 6-0-0 5-8-8 5-8-8 5-8-8 1-1-9 LOADING (psf) SPACING . `' 2-0-0 -. CSI DEFL in floc)I/defl PLATES GRIP TCLL 20.0 Plates Increase � 1.25 TC 0.82 Vert(LL) -0.16 11• >999 M1120 1 197/144'. 10.0 Lumber Increase 1.25 BC 0.49 'Vert(TL) -0.32 10-11 >887. , t 'TCOL BCLL - 0.0 Rep Stress Incr, NO WB 0.63 Horz(TL) 0.03 8 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360 Weight: 89 Ib LUMBER ti BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 3-11-4 oc.purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E 'r BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std q I OTHERS 2 X 8 OF No.2-G REACTIONS (Ib/size) 8=939/Mechanical, 14=1072/0-5-8 FORCES (lb) - First Load Case Only TOP CHORD 13-14=923, 1-14=,-1 25, 1-15=-69, 2-15=-63, 2-3=-2081,`3-4=-2779, 4-5==2180, 7-8=-123, 5-6=-2180, 6-7=-87 ' BOT CHORD 12-13=1236, 11-12=2706, 10-11=2679, 9-10=1503, 8-9=1503 WEBS 2-13=-1456, 2-12=990, 3-12=-755, 3-11 =81, 4-11 =117, 4-10=-614, 6-10=824, 6-8=-1602 :r NOTES �k 1) Provide adequate drainage to prevent,,water ponding. . 2► This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girderls) for truss.to truss connections. Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should '5) verify capacity of bearing surface. '0 6) This truss has been designed with ANSIITPI 1-1995 criteria. 'x 7) Special hanger(s) or connection(s) required to support concentrated load(s) 130.01b down at 1-7-4 on top chord. Design for ' unspecified connection(s) is delegated to,the building designer. 4 ` 'LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 8-13'=-20.0, 1-14=20.0, 1-5=-60.0, 5-7=-60.0 •• Concentrated Loads (Ib) ' Vert: 15=-130.0' r +• � 1� iESS^ l Q� DONG Y ``4,, l t r NO.0049919 .�. EXP 9- ~ CN �• , WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16,2000 - Design valid for use only with MiTek connectors: This design is based only upon n parameters show, and is for an individual ' uilding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of w omponent is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of individual'. - eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. M y ' Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance. regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Duality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, wI 53719 . MTek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION -► 1 3/, ' Center plate on joint unless dimensions Indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. 0 CL O U a O Numbering System J2 J3 J4 TOP CHORDS C2 c3 MiTek Industries, Inc. 'rM � ® HYDRO A/R ® PAN EL CLIP GANG -NAIL .t�' bJ5�,u ce c� BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS ROCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane v at joint locations, a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 1.1. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials.' , 14. Do not cut or afterrtruss members or plate without prior approval of a professi6ncil engineer. { , t j VJ f-' t "i. V. 15, Care should be exercised in,.h6ndling, erection and installation of trusses. / '•''� ©1993 Mitek Holdings, MiTek Industries, Inc. 'rM � ® HYDRO A/R ® PAN EL CLIP GANG -NAIL 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 1.1. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials.' , 14. Do not cut or afterrtruss members or plate without prior approval of a professi6ncil engineer. { , t j VJ f-' t "i. V. 15, Care should be exercised in,.h6ndling, erection and installation of trusses. / '•''� ©1993 Mitek Holdings, Job Ilruss truss type OT40 1D-GRDR SLOPING FLAT uma russ o. Cahia •UfIZU x Ue8 m T=AO La ulnta a 9221 - ^.4-2-9 t 9-11-1 City Ply R3618045 2 (optional) SR11 s Jul 4 2000 M'-ek Industries, Inc. Wed Aug 1-47M2272'000�age r t 15-7-10 • '21-4-2 +22-11-1' t 1-d-5 7-f1-11 19.9_5 1A_r_1A 99_11_1A 9A_a_1`A LOADING.(psf) 1-4-5 v - 5-8-8 4-2-9 5-8-8 5-8-8 :' 5-8-8 1-7-12 1-6-0 ' SPACING 2-0-0w CSI . PLATES Scale = 1:46.2 TCLC 0.25 rf2 �. Plates Increase 1.25 - TC 0.26 ,Vert(LL) ' M1120 3x4 - r 12, 1.5x4 = Lumber increase 1.25 BC 0.47 3x4 - 3x4 .- 3x4 - 3x4 = 3x4 = 'TCDL BCLL 12•, 3 4 r: 5 tsHorz(TL) , 0.05 8 n/a ° ± BCDL 6 7 15 (Matrix) ,X i , 1 st LC LL Min I/deft ='360 Weight: 175 Ib Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. f oma. A 'k Webs connected as follows: 2 X 4 -. 1 row at 0-9-0 oc. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 6) Special hanger(s) or connection(s) required=to support concentrated load(s) 220.0Ib down at 14-2-0, and 452.O1b down at 18-2-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. .. N 'LOAD CASE(S) Standard -T -- 1) Regular: Lumber Increase= 1.25, Plate Increase =1.25 l Uniform Loads (pit) Vert: 8-14=-20.0, 1-3=-60.0, 3-7=-60.0' N N ' Vert: 16=-220.017=-452.0 s a •. , T Q�O�ESS10 �pONG% yG Fti� co t t9 NO. C04 EXP 9-3 ' 14. 13 16 . Y , 12 17 11 10 9 0 8 1.5x4 II 3x4 - 3x4 - f: 3x4 - 3x4 = 3x4 = Design valid for use only with MiTek connectors.'This design is based only upon parameters shown, and is for an individual 3x4 — •` uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of t 1-d-5 7-f1-11 19.9_5 1A_r_1A 99_11_1A 9A_a_1`A LOADING.(psf) 1-4-5 v - 5-8-8 TOP CHORD- 2 X 4'SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins; except end verticals. 5-8-8 5-8-8 4-6-0 1-6-0 SPACING 2-0-0w CSI DEFL / in (loc) I/defl PLATES GRIP TCLC 20.0 Plates Increase 1.25 - TC 0.26 ,Vert(LL) 0.11 10-12 >999 M1120 197/144, 12, 10.0 Lumber increase 1.25 BC 0.47 Vert(TL) -0.22 10-12 >999 ' / - 4 • r' - 'TCDL BCLL 0.0 Rep Stress Incr„ NO WB 0.43 tsHorz(TL) , 0.05 8 n/a ° ± BCDL .10.0 - Code UBC97/ANSI95 (Matrix) ,X i , 1 st LC LL Min I/deft ='360 Weight: 175 Ib Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. LUMBER 1 BRACING t, TOP CHORD- 2 X 4'SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins; except end verticals. CHORD 2 X 4 SPF 1650F 1.4E '" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'BOT WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 14 =1390/0-5=8, 8 =1097/0-5-8 - w 4' .. • t ' 11b) - First Load Case Only- TOP CHORD 1-14=-1454, 1-2=-890, 2-3=-3505, 7-8=23, 7-15=0, 3-4=-3505, 4-5=-3554;'5-6=-2145, 6-7=-29 12, 'FORCES BOTCHORD 13-14=70, 13-16=2374, 12-16=2374, 12-17=3712, 11-17=3712; 10-11=3712, 9-10=3143, 8-9=9351 t_ WEBS 1-13=1535, 2-13=-1819, 2-12=1380, 4-12=-256, 4-10=-198, 5-10=488, 5-9=-1201, 6-9=1420, 6-8=-1403 ' / - 4 • r' - NOTES Provide adequate drainage to prevent water ponding.' t1) 2) This truss has been designed for a10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16'B, UBC -97. f ' , 3) This truss has been designed with ANSI/TPI 1-1995 criteria. 4) 2 -ply truss to be connected together with•10d•Common(.148"x3") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. f Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. A 'k Webs connected as follows: 2 X 4 -. 1 row at 0-9-0 oc. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 6) Special hanger(s) or connection(s) required=to support concentrated load(s) 220.0Ib down at 14-2-0, and 452.O1b down at 18-2-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. .. 'LOAD CASE(S) Standard -T -- 1) Regular: Lumber Increase= 1.25, Plate Increase =1.25 Uniform Loads (pit) Vert: 8-14=-20.0, 1-3=-60.0, 3-7=-60.0' Concentrated Loads (Ib) ' Vert: 16=-220.017=-452.0 s a •. , T Q�O�ESS10 �pONG% yG Fti� t t9 NO. C04 EXP 9-3 WARNING ; Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Aug s 2000 r Design valid for use only with MiTek connectors.'This design is based only upon parameters shown, and is for an individual •` uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of f omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. �� x• Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onolrio Drive, Madison, WI 53719 MiTek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION 1 3/Q " Center plate on joint unless dimensions Indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. V4 For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots In connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS cz 03 CONNECTOR PLATE CODE APPROVALS J5 The first dimension is the width MITek Indus! T s, Inc. 4 x 4 perpendicular to slots. Second BOCA 5 sp 3 �y 8 C8 c7 ca 1591, 1329, 4922 BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE �� Im ;21 CONNECTOR PLATE CODE APPROVALS The first dimension is the width MITek Indus! T s, Inc. 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 GANG -NAIL CLIP dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 401:10 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 0 c O x U CL O BEARING �� Im ;21 Indicates location of joints at which bearings (supports) occur. MITek Indus! T s, Inc. TM ® HYDRO A/R ® PANEL GANG -NAIL CLIP A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 1/4 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 1 Wo at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. z 13. Do not overload roof,or floor.trusses with stacks of construction materials. 14. Do not cut or alter truss members or plate without prior approval of a professional engineer. 15. Care_ should be exercised in�handling, erection and installation of trusses. A ©1993 Mitek Holdings, Inc., } �N w Job Iruss 11russ type Qty fly r• R3618072 E ROOF TRUSS 2 1(optional) ul`4.07� us Co. Cali orf n—ia g7 x gog m a urnta Ca 9EE53� 2-0�—SR1 s:Ia t- 660 Mi e n ustnes, nc. a ug 141 12 2 0 age 5-1-5 ` 10-4-8 I `r t 5-1-5 5-3-?' - ' t 'Scale = 1:34.0 ;' t f - 3x4' II �• � 3 't .. 4.00 r12 '7 a. 3x4 r t F X 5 4• ' 3x4- 3x10 II 1.5x4 II 3x4 - r 10-8-41 5-1-5 0-8-4 4-5-1 5-3-3 Plate sets - -,OO-1- , 1:0- - ge LOADING (psf) SPACING ' 1-2-4 ' CSI DEFL - in floc) 'I/defl PLATES •GRIP, r` 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.01 4-5. >999 M1120 • 197/144' ,TCLL TCDL 10.0 +' Lumber Increase 1.25 BC 0.16 ' Vert(TL) -0.03 4-5 >999 ti, a=,, BCLL • 0.0 Rep Stress Incr YES WB 0.19 ` Horz(TL) 0.00 4 n/a 1.- BCDL '10.0 Code UBC97/ANSI95' 1st LC LL Min I/defl = 360 Weight: 48 lb LUMBER ' -. BRACING CHORD 2 X 6 OF No.2-G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 'TOP BOT CHORD 2 X 4 SPF 1650F 1:4E �.� BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing.+ WEBS 2 X 4 SPF Std WEDGE Left: 2 X 4 SPF Std 'REACTIONS (Ib/size) 1 =239/0-3-8, 1 =239/0,3-8, 4=239/Mechanical FORCES (lb) - First Load Case Only •' ' TOP CHORD 1-2=-319, 2-3=0, 3-4=-91 BOT CHORD 1-5 = 295, 4-5 = 295 WEBS 2-5=60, 2-4=-318`+, r NOTES 11 This truss has been designed for a`10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-6, UBC-97. . ' A plate rating reduction of 20% has been applied for the green lumber members. '2) 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed with ANSI/TPI'1-1995 criteria. st LOAD CASE(S) Standard •� �. ; r t �r r .4 RpFESS10 EXP 9- J> t i Aug sial' 2 0 A WARNING. Verify design parameters and READ NOTES ON THIS AND,REVERSE SIDE BEFORE USE • �- , Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual - + wilding component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of omponent is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. TM Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication,, quality control, storage, delivery, erection, and bracing, consult OST-88 Quality Standard, DSB- - t 9 8racing Specification, and HIB-91 Handling Installation and Bracing Recommendation available from Truss ' late Institute, 583,D'Onofrlo Drive, Madison, wl 53719 MiTek Industries, Inc. Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/, " Center plate on joint unless dimensions Indicate otherwise. Dimensions are in Inches. Apply plates to both sides of truss and securely seat. " For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. "This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart J2 J3_ J4 TOP CHORDS cz CONNECTOR PLATE CODE APPROVALS The first dimension is the width J5 4 x 4 perpendicular to slots. Second v �C8C6 ZC7 dimension Is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBG 1591, 1329, 4922 Indicates location of required BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second ROCA 86-93, 8.5-75, 91-28 dimension Is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBG 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N zl! ,M BEARING Indicates location of Joints at which bearings (supports) occur. MITek IndUsfi les, Inc. � ® TMHYDRO A/R ® PANEL EL GANG -NAIL Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 1/4 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 1.1. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not -overload --roof or floor trusses with stacks of construction materials. 14. Do• not cut or after truss members or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of:trusses.. ©1993 Mitek Holdings, Inc. f . Job I russ LOT40 E-GRDR truss type Qty Fly ROOF TRUSS 1 1 (optional) m =20; La�uliii 92'f5�4.2 R s Jul 14 60a�1i ecl-Industrie—enc. N 5-1-5 10-4-8 5-1-5. 5-3-3. 3x4 I I 3 4.00 rf2 3x8 = 4x10 II 6x6 = R3618071 t• ±Scale = 1:32.8 , 5-1-5 l 10-4-8 - 5-1-5 5-3-3 E August 16,2000 �t • ' building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of LOADING (psf) SPACING' 1-2-4'- CSI DEFL ;� in hoc) I/defl PLATES [ 4 . 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) =.0.06 4-5 >999 M1120 197/144 'TCLL TCDL 10.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.12 4-5 >999 truss type Qty Fly ROOF TRUSS 1 1 (optional) m =20; La�uliii 92'f5�4.2 R s Jul 14 60a�1i ecl-Industrie—enc. N 5-1-5 10-4-8 5-1-5. 5-3-3. 3x4 I I 3 4.00 rf2 3x8 = 4x10 II 6x6 = R3618071 t• ±Scale = 1:32.8 , 5-1-5 l 10-4-8 - 5-1-5 5-3-3 E August 16,2000 P Fate ZTfsets(X Y) rl 0 -0- Y E c I g building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of LOADING (psf) SPACING' 1-2-4'- CSI DEFL ;� in hoc) I/defl PLATES GRIP' - 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) =.0.06 4-5 >999 M1120 197/144 'TCLL TCDL 10.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.12 4-5 >999 + BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 4 n/a BCDL 10.0. Code UBC97/ANS195 (Matrix) list LC LL Min I/dell = 360 Weight: 57 Ib BRACING "TOP TOP CHORD 2 X 6 DF No.2-G CHORD Sheathed or 4-4-2 oc purlins, except end verticals. ,LUMBER BOT CHORD 2 X 6 DF No.2-G " ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing..:. WEBS 2 X 4 SPF Std 'Except* WEBS ' 1 Row at midpt 2-4 j 3-4 2 X 4 SPF 1650F 1.4E • : A -. REACTIONS (lb/size) 1 =1978/0-3-8, 4 = 2198/Mechanical , ' � r r �� FORCES (lb) - First Load Case Only + TOP CHORD 1-2=-2757, 2-3=-127, 3-4=-92 'y •" f. BOT CHORD 1-6=2555, 6-7=2555, 5-7=2555, 5-8=2555, 8-9=2555, 4-9=2555 ti 3" WEBS 2-5=1726,2-4=-2619 t K 'NOTES r 1) This truss has been designed fora.1 0.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 2) A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. ' '3) 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Special hanger(s)-or connection(s) required to support concentrated load(s) 622.01b down at 0-6-0, and 622.Olb down at 8-7-8, and 603.O1b down at 10-2-12 on bottom chord. Design for unspecified connection(s) is delegated to the building a, designer. + - 'LOAD CASEIS) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.26 ' Uniform Loads (pit) Vert: 1-3=-35.6, 1-7=-11.9, 7-8=-313.9, 4-8=-11.9 Concentrated -Loads (Ib) Vert: 4=-603.0 6=-622:0 9=-622.0 r QROFESS/0 �c2�� pONG �ti0 * NO. C049919 + EXP9-3 f i CN �P WARNING : Verify design; parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16,2000 4 Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual .s building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb 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 guidanc+ - WIT"' regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 6r9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate institute, 583 D'Onofrlo Drive, Madison, wl 53719 MITek Industries, Inc. f i Symbols C3 CONNECTOR PLATE CODE APPROVALS PLATE LOCATION AND ORIENTATION The first dimension Is the width 13/' ' Center plate on joint unless 4 x 4 dimensions indicate otherwise. ZbJ5 86-93, 85-75, 91-28 Dimensions are in inches. Apply dimension is the length parallel plates to both sides of truss and C7 HUD/FHA securely seat. LATERAL BRACING 1/84 1591, 1329, 4922 0 Indicates location of required c 87206, 86217, 9190 4011, continuous lateral bracing. O 870040-N, 930013-N, 910080-N BEARING x U �� TM M! Indicates location of joints at a O ' For 4 x 2 orientation, locate which bearings (supports) occur. MiTek Industries, Inc. plates 1/8" from outside edge of truss and vertical web. TM 'This symbol Indicates the ® HYDRO A/R ® required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 C3 CONNECTOR PLATE CODE APPROVALS The first dimension Is the width 4 x 4 perpendicular to slots. Second ZbJ5 86-93, 85-75, 91-28 Fill dimension is the length parallel ce C7 HUD/FHA BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. 0 of O x U 0- 0 O PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension Is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4011, continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING �� TM M! Indicates location of joints at which bearings (supports) occur. MiTek Industries, Inc. TM ® HYDRO A/R ® PANEL CLIP GANG -NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 1/4 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 199'. at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, s¢e and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. .Y, 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or alter truss members or plate without prior approval of.a professional engineer. 15. Care should be exercised in hondling, erection and installation of`russes..;,; x ©1993 Mitek Holdings, Inc: s �4' Job Iruss truss type uty Fly R3618074I OT40 F ROOF TRUSS 8 1 J (optional) uma russCo. a I ornia nlln�orfim ] La�umia Ca 92-2�534�0i—SR-1-.- JTi- -� e rdustries, nl c. We�Au� fi r4�Ti�f660 aP ge i s 7-0-0 14-0-0 1 7-0-0 7-0-0 y t - r Scale = 1:34.2 r r 5x5 1 500rf2 2 .1 M 3 1 L I� 0 0 3x4 - 4 3x4 _ ' 3x8 11 1.5x4 11 3x8 11 3-0-4 I 10-11-12 1 14-0-0 3-0-4 7-11-8 3-0-4 Plate Oftsits �1:�0�,0-1- —[1 65�,0- - -0- - (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP,LOADING TCLL 20.0 Plates Increase 1.25 TC 0.29 = Vert(LL) -0.07 3-4 >999 'MI120 197/144 ,p t TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.14 3-4 >999 f� BCLL 0.0 Rep Stress Incr YES WB 0.15 C Horz(TL) 0.01 3 n/a #� BCDL 10.0 Code UBC97/ANSI95 1 st LC LL Min I/deft = 360 Weight: 54 Ib LUMBER 1 1 BRACING ' '. CHORD 2 X 6 OF No.2-G' i TOP CHORD Sheathed or 6-0-0 oc purlins. 'TOP BOT CHORD 2 X 4 SPF 165OF 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.' WEBS 2 X 4 SPF Std WEDGE Left: 2 X 4 SPF Std, Right: 2 X 4 SPF Std 'REACTIONS (Ib/size) 1=542/0-5-8, 3=542/0-5-8 ' , r - t�" •+- , FORCES (lb) - First Load Case Only TOPCHORD 1-2=-626,2-3=-626, ,BOTCHORD 11-4=564,3,4=164 WEBS 2-4=135 I �' '• ' NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) A plate rating reduction of 20% has been applied for,the green lumber members. 3) This truss has been designed with ANSI/TPI .1:1995 criteria. LOAD CASE(S) Standard ' 'H ONG. yG F'LG, ' NO. C049919 EXP. 9.3 CIVI qAt August 16,2000 ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE - Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual 7 .. ' uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of - C omponent Is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. 71 Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance` regarding labricauon, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- . 9 Bracing Specification, and HIB -91 Handling. Installation and Bracing Recommendation available from Trues late Institute, 583 D'Onofrlo Drive, Madison, wl 53719 MTek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION 1 3/4 ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. a"' "for 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension Is the length parallel to slots. LATERAL BRACING Indicates location of required 40,10 continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. 0 c 0 U a O Numbering System J2 J3 J4 TOP CHORDS C2 C3 J5 FL C8 C7 Ca BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS ROCA HUD/FHA ICBO SBCCI WISC/DILHR C ii 86-93, 85-75. 91-28 TCB 17.08 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each 0 joint and embed fully. Avoid knots and wane U at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19`Yo at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. �� TM M1 MITek Industries, Inc. GPANEL TM HYDRO A/R ® CLIP 12. Anchorage and/or load transferring connections to trusses are the=responsibility of others unless shown. , 13. Do not overload r oo f -or floor trusses with stacks of constfuction materials. , 14. Do not cut or altertruss members or plate without prior approval of'a professional engineer. /• , . 15. Care should be exercised,. in handling, erection and ir'stallation of•tr'usses! . ©1993 Mitek Holdings, Inc. r' r Job I runs I russ 1 ype U y MYR3618073 OT40 F -GABLE ROOF TRUSS 1 1 j (optional) i uma russ Co. Callfofma'glfX'g x gGg(A'ID 1- 20,. La Quinta Ca922534 61 S s JTi 0 Mi a In ustnes, Inc. W d Aug 0 7-0 0 •' 14-0-0 ' +4 7-0-0 r 7-0-0 u I .Scale = 1:34.2 . rT. • - . " 5x5 — ,� •• . 5,00 j�T2 2 "~ s I 3x4 II 3x4 3x4 11 � c ' 3x4 I I N t in n r1 . 1 3 P • I— n in I Inii i V 1.5x4 1 1.5x4 11 U r. U U 1.5x4 s'11 , 1.5x4 11 1J ' '3x4 - ; � 4 - 3z4 3x8 11 1.5x4 I I 3x8 3-0-4 10-11-12 14-0-0 3-0-4 7-11-8 3-0-4 Plate sets 0 -1-71 -1 :0-0-13:0-5-13,0-1-131 (psf) SPACING 2-0'0t*CSI. DEFL in Iloc) I/dell PLATES GRIP+,LOADING TCLL '20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.08 3-4 >999 M1120 197/144 TCDL 10.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.18 3-4 >917 • , «' BCLL: 0.0 Rep Stress Incr, NO WB 0.18 Horz(TL) 0.02 3 n/a BCDL 10.0 Code UBC97/ANS195 list LC LL Min I/defl = 360' Weight: 62 Ib LUMBER BRACING TOP CHORD 2 X 6 OF No.2-G • ! TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -4 WEBS 2 X 4 SPF Std OTHERS 2 X 4 SPF Std -•� k e WEDGE 'Left: 2 X 4 SPF Std, Right: 2 X 4 SPF Std REACTIONS (Ib/size) 1 =819/0-5-8, 3=819/0-5-8 f ' FORCES (Ib) - First Load Case Only i CHORD 1-2=-982; 2-3=-982,TOP BOT CHORD 1-4=893, 3-4=893 WEBS 2-4=217 ? ., r NOTES 1) Gable studs spaced at 2-0-0 oc' " '2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) This truss has been designed with ANSI/TPI, 1-1995 criteria. f 'LOAD CASE(S) Standard j 1) Regular: Lumber Increase= 1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1-3=-32.0 Trapezoidal Loads (plf) ' Vert: 1 =-72.0-to-2=-106.0, 2= -106.0 -to -3=-72.0 ; •+ r QROFESSIO,v,, EpONG VG Fy0/ = NO C049919 p € J? WARNING. Verify design Parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16,2000 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual , eb members only. Additional temporary bracing to insure stability during'construction is the responsibility of the erector. o Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance r regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and MIB -91 Handling Installation and Bracing Recommendation available from Truss , late Institute, 583 D'Onofrio Drive, Madison, wl 53719 MTek Industries, Inc. ' Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/84 Fort4 x 2 orientation, locate plates 1/8' from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. J2 J3 J4 TOP CHORDS C2 C3 J5 u FL ca C7 C6 BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA HUD/FHA ICBO SBCCI WISC/DILHR GANG -NAIL 86-93, 85-75, 91-28 TCB 17.08 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane L) at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. �nn im! , MTek Industries, Inc. ®PANEL TM HYDRO A/R ® CLIP 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. v 13. Do not overload roots or floor trusses with stacks of construction materials. 14. Do not cut or alter,truss members or plate without prior approval of a professional engineer. C • j 15. Care should be exercised'in'handling, erection and installation 6f trusses.`';_'; ©1993 Mitek Holdings, Inc.', r -r M Job I russ truss type uty ' 'f'ly f R3618077- 3618077O40 0 40 1GCalifornia ROOF TRUSS t 4 ; 1 (optional) — Yuma Truss Co. —g($'Olxiggg(A m = 2�La utnta a J�E53-4301 Sfi1 s Jul f4 66�Mi e n ustries, nc. Wed. u7> g 1�-1.17.14 2000 Page �• 5-3-3 10-4-8 i • ed' res 5-3-3 .; 5-1-5' i r y' Scale= 1:32.8 3x4 �ll- 4.00 [12 ~ e r 3x4 ' 3 { 4 , F O ' 3x4 6 5 3x6 - 3x4 - 1.5x4 11 5-3-3 + 9-8-4 +1 ' 5-3-3 4-5-1 0-8-4 { Plate Offsets -1- -1-8 (psf) SPACING • 2-0-0 CSI DEFL in (loc)', I/defl PLATES GRIP ' t TCLL 20.0 Plates Increase 1.25 TC 0.14 'Vert(LL) -0.02 5-6, >999 M1120 197/144, ,LOADING TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) '0.05 5-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 1,0.01 4 n/a , BCDL '10.0 Code UBC97/ANS195 1st LC LL Min I/deft = 360 Weight: 50 lb ,LUMBER,, .b `, BRACING. TOP CHORD 2 X 6 DF No.2-G ti ' TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650E 1.4E , . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc"bracing. , K WEBS 2 X 4 SPF Std _ SLIDER Right 2 X 4 SPF Std 2-6-9.„ (Ib/size) 6=400/Mechanical, 4=400/0-5-8, 4=400/0-5-8 f... 'REACTIONS FORCES (lb) - First Load Case Only TOP CHORD 1-6=-154, 1-2=0, 2-3=-539, 3-4=-539 BOT -CHORD 5-6=489, 4-5=489 2-6=-526, 2-5=100 '' ,•• ,WEBS NOTES • r . 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16=B, UBC -97. - 2) A plate rating reduction of 20% has been appliedfor the green lumber members. ., Refer to girder(s) for truss to truss connections. '3) 4) This truss has been designed with ANSI/TPI 1-1995 criteria. = LOAD CASE(S) Standard 1 r r ROFESSfp t i � pONG ), Fy NO. C049919 EXP 9 '• >. J> C 11. aN�P r` August 16,2000 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer— not truss designer. Bracing shown is for lateral support of individual eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. s �� TM Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication' quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek I11Iduslfles, Inc. Symbols PLATE LOCATION AND ORIENTATION 1 3/a Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8, For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots In connector plates. *For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required 4011" continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. Numbering System J2 J3 J4 TOP CHORDS C2 J5 �, FJ �ce Zt. BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93,85-75,91-28 HUD/FHA TCB 17.08 ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane X: at joint locations. a 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. M! im MiTek Industries, Inc. TM ® PANEL HYDRO A/R ® CLIP GANG -NAIL 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Job I russ I russ type uty F'ly - R3618075 OT40 G-2800 ROOF TRUSS 1 1 (optional) uma TrussCo.California •01' O x gggiZC'm 1-Z-2-0—,La ulnta a 9225��261—SFi s ul t e n ustnes, Inc. Wed—u16 i i T:l4�aa� aP see 1- 10-4-8 i 5-1-5 Scale= 1:32.8 b b 3x10 — 9 3x4 = 3x4 II 53-3 I 18-4 10-4- r 5-3-3 4-5-1 0-8-4 LOADING (psf) SPACING 2-0-0 .• CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 . Plates Increase 1.25 TC 0.25 :Vert(LL) -0.05 5 >999 M1120 197/144 10.0 Lumbei Increase 1.25 BC 0.49 Vert(TL) -0.07 5-6 >999 BCLL ` 0.0 Rep Stress Incr YES WB 0.46 H&z(TL) 0.03 4 n/a 'TCDL BCDL 10.0 Code UBC97/ANSI95 , 1 st LC LL Min I/defl = 360 - a` Weight: 50 Ib LUMBER BRACING TOP CHORD 2 X 6 DF No.2-G ► ' I TOP CHORD Sheathed or 4-9-0 oc purlins, except end verticals. CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or. 5-5-14 oc bracing. 'BOT WEBS 2 X 4 SPF Std + ' SLIDER Right 2 X 4 SPF Std 2-6-9 REACTIONS (Ib/size) 6=400/Mechanical, 4=400/0-5`8, 4=400/0-5-8 Max Uplift4=-800(load case 6) Max Grav 6=487(load case 4), 4=1500(load,case 3), 4=400(Ioad,case 1) e r` t FORCES (lb) - First Load Case Only TOP CHORD 1-6=-154, 1-2=0, 2-3=-539, 3-4=-539' BOT CHORD 5-6=489, 4-5=489 V 2-6=-526, 2-5=100 'WEBS NOTES A r 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, - UBC -97. . - k A plate rating reduction of 20016 has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. •1`': r '2) 4► Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 800 Ib uplift at joint 4. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. ... 6) This truss has been designed for a total drag load of 2800 Ib. Connect truss to resist drag loads along bottom chord from ` 0-0-0 to 10-4-8 for 269.9 plf. ' LOAD CASES) Standard r Q�OFESSIO s r ^ r ONG . r NO. C049919 ' :4 EXP 9- �- CNI August 16,2000 WARNING -.Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of - omponent is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual , eb members only. Additional temporary bracing to insure stability duringconstruction is the responsibility of the erector. 1M Additional permanent"bracing of the overall structure is the responsibility of the building designer. For general guidance { - regarding fabrication quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- � 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss ' late Insiitute, 583 D'Onofrio Drive, Madison, wl 53719 MiTek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION 13/, ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in Inches. Apply plates to both sides of truss and securely seat. 1/8" 1/84 For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nail Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required 40�11 continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. Numbering System J2 J3 J4 TOP CHORDS C2 c3 joint and embed fully. Avoid knots and wane J5 at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of ce c7 ca BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93,85-75.91-28 HUD/FHA TCB 17.08 ICBG SBCCI WISC/DILHR 21 ..I 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. o 1 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane U at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. M�! ,rn MiTek Industries, Inc. TM ® PANEL HYDRO A/R ® CLIP 12. Anchorage and/or load transferring connections to trusses are.the responsibility of others unless shown. 13. Do,not overload roof=or floor trusses with stacks of construction materials e.. ', 14. Do not cut or alter truss members or plate without prior approval of a professional engineer. 15. Care should be exercised;,in handling, erection and installation of,trusses'r_ ©1993 Mitek Holdings, lnc ` Job OT40 Iruss Iruss type G-GRDR-ROOF TRUSS ssCo. a ICS forma -OW x g�gf 'm 7=2 -()7 -La ulnta 1 4x12.- ' v 4x6 - 7 Qty 111y R3618076 5-5-15 ` 10-10-0 5-5-15 54-1 ;,,'Scale = 1:33.5 t . U 0a 3x10 - 6x6 - 1.5x4 II N o 5-5-15 10-1-12 10-10- LUMBER BRACING - TOP CHORD- 2 X 6 -DF No.2-G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 'BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Std • i , - " OTHERS - 2 X 6 OF No.2-G " SLIDER Right 2 X 4 SPF Std 2-7-15 REACTIONS (lb/size) 4 = 586/0-5-8, 4 = 586/0-5-8, 7 = 992/0-5-8 ' Max Horz 7=-90oad case 3) . Max Grav 4 = 666(load case 3), 4 = 58611oad case 1), 7 = 99211oad case 1) •. FORCES0b)- First Load Case Only ; TOP CHORD 6-7=844, 1-7=-146, 1-2 =85, 2-3=-612,3-4=-66O BOT CHORD 5-6=580,5-8=580,4-8=580 WEBS 2-6 =-592, 2-5 = 118 - - ,, i NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. '2) A plate rating reduction of. 20% has been applied for the green lumber members. 3) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula.. Building designer should 7 verify capacity of bearing surface. 4 4) This truss has been designed with ANSI/TPI 1-1995 criteria. , 5) This truss has been designed for a total drag load of 700 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-10-0 for 64.6 plf. " '6) Special hanger(s) or connection(s) required to support concentrated load(s) 563.Olb down at 0-7-4, and 204;Olb down at 9-9-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer.. LOAD CASE(S) Standard ' 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert- 1-7=20.0, 1-4=-60.0, 4-6=-20.0 FES5j0�( Concentrated Loads (lb) V%O Vert: 6= -563.0 8=-2oa.oONG yG Fti�i _ - 2 r v • tf1 r - NO. C049919 * W. 9 CIV �\e. August 16,2000 A WARNING ' Verify design parameters and READ NOTES ON TH/S. AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors.This design is based only upon parameters shown, and is for an individual' a �" uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer --not truss designer. Bracing shown is for lateral support of individual - ab 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 guidance f regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss - late Institute, 583 D'Onofrio Drive, Madison, WI 53719 M?ek Industries, Inc. 5-5-15 10-1-12 10-10- 5-5-15 4-7-13 0-8-4 LOADING (psf) SPACING, •- -2-0-0 CSI DEFL in (loc) - I/def, PLATES GRIP - TCLL 20.0 Plates Increase -1.25. _ TC 0.70 Vert(LL) -0.02 5-6 >999 M1120 197/144 .' ,• 10.0 Lumber Increase 1:25 BC 0.33 Vert(TL) ;0.04 4-5 5999 BCLL -0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 4 n/a " • �TCDL BCDL 10.0 Code UBC97/ANS195 (Matrix) list LC LL Min I/dell =-360 `� Weight: 58 Ib LUMBER BRACING - TOP CHORD- 2 X 6 -DF No.2-G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 'BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Std • i , - " OTHERS - 2 X 6 OF No.2-G " SLIDER Right 2 X 4 SPF Std 2-7-15 REACTIONS (lb/size) 4 = 586/0-5-8, 4 = 586/0-5-8, 7 = 992/0-5-8 ' Max Horz 7=-90oad case 3) . Max Grav 4 = 666(load case 3), 4 = 58611oad case 1), 7 = 99211oad case 1) •. FORCES0b)- First Load Case Only ; TOP CHORD 6-7=844, 1-7=-146, 1-2 =85, 2-3=-612,3-4=-66O BOT CHORD 5-6=580,5-8=580,4-8=580 WEBS 2-6 =-592, 2-5 = 118 - - ,, i NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. '2) A plate rating reduction of. 20% has been applied for the green lumber members. 3) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula.. Building designer should 7 verify capacity of bearing surface. 4 4) This truss has been designed with ANSI/TPI 1-1995 criteria. , 5) This truss has been designed for a total drag load of 700 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-10-0 for 64.6 plf. " '6) Special hanger(s) or connection(s) required to support concentrated load(s) 563.Olb down at 0-7-4, and 204;Olb down at 9-9-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer.. LOAD CASE(S) Standard ' 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert- 1-7=20.0, 1-4=-60.0, 4-6=-20.0 FES5j0�( Concentrated Loads (lb) V%O Vert: 6= -563.0 8=-2oa.oONG yG Fti�i _ - 2 r v • tf1 r - NO. C049919 * W. 9 CIV �\e. August 16,2000 A WARNING ' Verify design parameters and READ NOTES ON TH/S. AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors.This design is based only upon parameters shown, and is for an individual' a �" uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer --not truss designer. Bracing shown is for lateral support of individual - ab 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 guidance f regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss - late Institute, 583 D'Onofrio Drive, Madison, WI 53719 M?ek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION 13/' ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 Q CONNECTOR PLATE CODE APPROVALS J5 The first dimension is the width MiTek Inclusi es, Inc. ZI perpendicular to slots. Second ROLA 86.93, 85-75, 91-28 CLIP GANG -NAIL QD �y 8 FIN ce c7 c6 HUD/FHA BOTTOM CHORDS Jl J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE TM M1 CONNECTOR PLATE CODE APPROVALS The first dimension is the width MiTek Inclusi es, Inc. 4 x 4 perpendicular to slots. Second ROLA 86.93, 85-75, 91-28 CLIP GANG -NAIL QD dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40,10 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. c 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane v at joint locations. 0- 0 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. BEARING TM M1 Indicates location of Joints at which bearings (supports) occur. MiTek Inclusi es, Inc. TM ®PANEL HYDRO A/R ® CLIP GANG -NAIL QD 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. .• ' " ' 13. Do not overload roof or floor trusses with stacks of construction mate\rials., A 14. Do not cut or alter truss members or plate without prior approval of a professional engineer. 15. Care should be`exercised,ih handling, erection and installation of trusses! — `+ ©1993 Mitek`Holdings, Inc. f' A Job I russ I russ I ype Oty Ply R3618080 OT40 H ROOF TRUSS 1 1 (optional) uma russ o: a I ornia g 0 x g�Ui�'m =2�La�umia C --9T15-3— 4 sJuli e In au,Inc. ►Ned Aug 1 fi I4 T7: f5�0� age r 8.2.8 16-5-0 . • 2 8-2.88.2.8 P r 0.25 Fff, 'Scale = 1:33.0 r r .,_ j 3x4 I L. 4 3— 4x4 - u7 .— a r7 _ 5 1:5x4 II 3x8 - 1.5x4 II 8-2-8 I 16-5-0 ' 8-2-8 8-2-8 LOADING (psf) SPACING - 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase,. 1.25 - TC 0.40 ;Vert(LL) =0.14 5-6 >999 M1120 197/144. - 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -6.28 5-6 >694 'TCDL BCLL 0.0 Rep Stress Ince YES WB 0.53 Horz(TL) -0.00 4 1 n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min 1/defl = 360 Weight: 81 Ib LUMBER t BRACING t TOP CHORD 2 X 6 DF No.2-G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E r BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'WEBS 2 X.4 SPF Std t' t y• REACTIONS (lb/size) 6=645/0-5-8, 4=645/0-5-8 dF r MORCES (Ib) - First Load Case Only k OP CHORD 1-6=-564, 1-2=-902, 2-3=-902, 3-4'=-564 A OT CHORD 5-6=-0,4-5=0 I Y WEBS 1-5=951, 2-5=-484, 3-5=964 + f NOTES 1) Provide adequate drainage to prevent water ponding.- + ' 2) This truss has been designed for a ;0.0 psf bottom chord live load nonconcurrent with any other live loads per Table No.'16-B, UBC -97. / 1 1. 1 T 3) A plate rating reduction of.20% has been applied for the green lumber members. 4) This truss has been designed with ANSI/TPI.1-1995 criteria. r tLOAD CASE(S) Standard r ROFESS!0 ONG yG +1 NO. C04991 r.e EXP 9 r CN AUguSt 1 6),2000 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown; and is for an individual• + ` - uilding component to be installed and loaded vertically. Applicability of design'parameters and proper Incorporation of _ omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb 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 guidance regarding fabrication -quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss ' late Institute, 583 D'Onofrio Drive, Madison, wl 53719 _ - MiTek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION J5 13/, ' Center plate on Joint unless dimensions Indicate otherwise. ZC7 Dimensions are in Inches. Apply plates to both sides of truss and securely seat. 1/8" 1/84' 0 c O x U a O For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS cz J5 ZC7 LQ FIN C8 BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBG 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40�11 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N �� TM BEARING 1 Indicates location of Joints at which bearings (supports) occur. MiTek Industries, Inc. HHYDRO A/R ® CPANLIPEL GANG -NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury. 1 • Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. c 3. Place plates on each face of truss at each 0 joint and embed fully. Avoid knots and wane X: at joint locations. 0- 0 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. F 13. Do not overload -roof or floor trusses with stacks of construction mate'ri'als. 14. D6 not cut or after truss members or plate without prior approval of.a professional engineer. , �. 1 15. Care should be exercised•inba_ndling, erection and'installation of trusses: ©1993'Mitek Holdings, Inc-,/�; y truss type Oty1Wl9li R361808� jobssTru OT H1 ROOF TRUSS 10 (optional) Yuma rT uss o. California —gffi n x g�gG$ m _ , a ulna a 2-253 461 SR1 s July ek—Industries, fnc. Wed7>� fi r4 f7 1 �f600 a�1 { 7-5-8 t 1 I 75-B r 0.25 r1Y = 1:25.2 ; '� *Scale ' 3x4 - 1:5x4 2 • ;? N ' M ni 1.5x4 II 3x4 - 7-s-8 7-5-a t LOADING.(psf) SPACINGr .2-0-0 ,•' CSI DEFL in (loc) I/defl PLATES s GRIP - TCLL 20.0 Plates Increase 1.25 TC 0.57 " Vert(LL) -0.16 3-4 > 544 M1120 197/144 , TCDL 10.0 Lumber Increase 1.25 . • BC 0.42 -Vert(TL) -0.32 3-4 > 272 r ' BCLL 0.0 Rep Stress Incr YES , t WB 0.04 Horz(TL) X0.00 3 n/af I BCDL + 10.0 Code UBC97/ANS195 1st LC LL Min I/defl =360 Y Weight: 31 Ib, cs LUMBER BRACING %• ' TOP CHORD, 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 7-5-8 oc purlins,- except end verticals. CHORD 2 X 4 SPF 1650F 1.4E '. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'BOT WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 4=287/0-5-8,3=287/0-5-8' 1 FORCES (lb) - First Load Case Only CHORD 1-4=-215, 1-2=0 'TOP BOT CHORD 3-4=0 ► , WEBS 1-3=-0, 2-3=-215 t ' i. .� NOTES r •+ • - ' , 1) Provide adequate drainage to prevent water ponding.' ` 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, i UBC -97. 3) This truss has been designed with ANSI/TPI 1-1.995 criteria. �. t LOAD CASE(S) Standard ' t 00PESS10 ' pONG yG Fti0 No. 0049919 ' EXP 9- . M CN " August 16,2000 WARNING - Verify design parameters and READ NOTES ON THIS,AND REVERSE SIDE BEFORE USE ; Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual .. . uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown Is for lateral support of Individual eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. TM Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Wa9 le Institute, 583 D'Onofrlo Drive, Madison, wl 53719 MITek Industries, Inc., -. _ Symbols ca CONNECTOR PLATE CODE APPROVALS PLATE LOCATION AND ORIENTATION The first dimension is the width 13/, ' Center plate on joint unless 4 x 4 dimensions indicate otherwise. BOCA 86-93, 85-75, 91-28 Dimensions are in inches. Apply dimension Is the length parallel plates to both sides of truss and c7 ce HUD/FHA securely seat. LATERAL BRACING ICBO 1591, 1329, 4922 0 Indicates location of required SBCCI 87206, 86217, 9190 c O 40�11 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING x U TM a O Indicates location of joints at ' For 4 x 2 orientation, locate which bearings (supports) occur. plates 1/8" from outside edge of MITek Indust Ds, Inc. truss and vertical web. 'This symbol Indicates the TM required direction of slots in HYDRO A/R ® connector plates. 'For tabular plating format refer to the MITek/Gang-Nail Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 ca CONNECTOR PLATE CODE APPROVALS J5 The first dimension is the width 4 x 4 u BOCA 86-93, 85-75, 91-28 dimension Is the length parallel ce c7 ce HUD/FHA BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane M: at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension Is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40�11 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING TM Indicates location of joints at which bearings (supports) occur. MITek Indust Ds, Inc. TM HYDRO A/R ® LPANEL C IP GANG -NAIL 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. =~ 13. Do not overload,roof or floor, trusses with stacks of construction materials. 14. Do not cut or alter.',fruss members or plate without prior approval of a professional engineer. 15. Care should be ezerbsedin dandling, erection and installation of trusses.4" 01993 Mitek Holdings, Inc!" - 4 y jOob I T cussT40 1H10 uma rT uss Co. Cahfc 1 1 1 1 I] I N truss type ROOF TRUSS U o x o9a m 7-7210—,La min 3x4 Fly R3618082- 1 1 (optional) 3 47T0 1— S R 1 s :Fu F1-4 660 N1i Fek Industries, Inc. a -Au�614:1Tifi 2-066— a� B-7-4 r 9-5-2 8-7-4 0-9-14` 0.25 FT2- Scale = 1:20.1 r,,,, 3x4 - + N N 1.5x4 II 3x8 — 1.5x4 II r 8-7-4 9.52 8-7-4 0-9-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) . I/defl PLATES GRIP - TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.01 5-6' >999 M1120 197/144 `" BCLL0.0 10.0 Lumber Increase Rep Stress Incr 1.25 . YES BC 0.14 WB 0.23 Vert(TL) Hori(TL) -0.03 -0.00 5-6 >999 4 n/a ITCDL BCDL . 10.0 Code UBC97/ANSI95 --1st LC LL Min I/dell = 360 Weight: 35 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 'BOT CHORD' 2 X 4 SPF .1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 6=333/0-5-8, 4=333/0-7-12 ,FORCES (lb) - First Load Case Only TOP CHORD 1-6=-287, 1-7=0, 1-2=-379, 2-3=-379, 3-4=-295 BOT CHORD 5-6=-0,4-5=0 F e WEBS 1-5=404, 3-5=424, 2-5=-249 c4 NOTES '1) Provide adequate drainage to prevent water ponding: 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 3) This truss has been designed with ANSI(TPI 1-1995 criteria. 4) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. LOAD CASE(S) Standard 1 FES M ON a NO. C( �. J> CIV F. WARNING - Verify design parameters 'and READ NOTES ON THIS AND,REVERSE SIDE BEFORE USE AU9US Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown Is for lateral support of individual eb members only. Additional temporary bracing to insure stability duringconstruction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult DST -88 Duality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute,. 583 Donofrio Drive, Madison, wl 53719 _ MiTek Industries,, inc. uty J, I Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/' Center plate on joint unless dimensions Indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. '/8� For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots In connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart J2 J3 J4 TOP CHORDS C2 CONNECTOR PLATE CODE APPROVALS J5 The first dimension Is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 ZC3L dimension Is the length parallel to slots. U TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension Is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension Is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40,10 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 0 c O x U O_ O BEARING Indicates location of joints at which bearings (supports) occur. MiTek Inclusfi les, Inc. TM ® PANEL HYDRO A/R ® GANG -NAIL CLIP Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown., 13. Do not overload roof,or floor,trusses with stacks of construction materials.'- 14. Do not cut or alter truss mere ers or plate without prior approval of a professional'engineer. 15. Care should be exercised in handling, erection and'installation of frusses.,o Y ©1993 Mitek Holdings„inc'' 4 r^� Iruss . Iruss type H11 ROOF TRUSS 7 �I�lrfn�n(A'rn lTA-1 71� Qty Fly1_1 (optional) U--472-011-91'ns Jul_1_,4iS60 IJII -e I`nustn 5-7-4 5-7-4 0.25 rf2- R3618083 1' ` 6-5-2 y T—ice 0-9-14 Scale = 1:17.8 " II I - „ 5 6-55-2 3x4 • 5-7-4 is 0-9-14 LOADING (psf) SPACING 2-0-0. , CSI DEFL in (Ioc) I/defl N t • 20.0 Plates Increase - t r TC 0.32 Vert(LL) -0.05 3-4 >999 M1120 197/144 . Qty Fly1_1 (optional) U--472-011-91'ns Jul_1_,4iS60 IJII -e I`nustn 5-7-4 5-7-4 0.25 rf2- R3618083 1' ` 6-5-2 y T—ice 0-9-14 Scale = 1:17.8 " II LUMBER BRACING TOP CHORD 2 X 4 SPF 1.650F 1.4E TOP CHORD Sheathed or -6-5-2 oc purlins, except end verticals. 'BOT CHORD' 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 4=212/0-7-12, 3=212/0-5-8 , x 'FORCES (Ib) - First Load Case Only TOP CHORD 1-4=-159, 1-5=0, 1-2=-0 BOT CHORD 3-4=-0 ., r WEBS 1-3=0, 2-3=-159 NOTES '1) Provide adequate drainage to pievent'water ponding. , 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-6, UBC -97. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. 4) Design assumes 4x2 (flat orientation) purliris at oc, spacing indicated, fastened to truss TC w/ 2-10d nails. ' LOAD CASE(S) Standard, r QRpFESSIQ < w ONG yG F:J& * NO. CO49919 9. rp r August 16,2000 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE - Design valid for use only with MiTek connectors. This design is based only,upon parameters shown, and is for an individual uilding component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of ebrponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual members only. Additional temporary bracing to insure stability during constructionis the responsibility of the erector. IiA Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance .� t regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- rBracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. I 5-7-4 6-55-2 5-7-4 0-9-14 LOADING (psf) SPACING 2-0-0. , CSI DEFL in (Ioc) I/defl PLATES GRIP TCLL 20.0 Plates Increase - 1.25, 4 TC 0.32 Vert(LL) -0.05 3-4 >999 M1120 197/144 . BCLL 10.0 0.0 Lumber Increase Rep Stress Incr 1.25 YES BC 0.23 WB 0.02 Vert(TL) Horz(TL) '0.10 -0.00 3-4 >668,TCDL 3 n/a BCDL , 10.0 Code UBC97/ANSI95 1stIC LL Min I/dell = 360 Weight: 23 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1.650F 1.4E TOP CHORD Sheathed or -6-5-2 oc purlins, except end verticals. 'BOT CHORD' 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 4=212/0-7-12, 3=212/0-5-8 , x 'FORCES (Ib) - First Load Case Only TOP CHORD 1-4=-159, 1-5=0, 1-2=-0 BOT CHORD 3-4=-0 ., r WEBS 1-3=0, 2-3=-159 NOTES '1) Provide adequate drainage to pievent'water ponding. , 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-6, UBC -97. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. 4) Design assumes 4x2 (flat orientation) purliris at oc, spacing indicated, fastened to truss TC w/ 2-10d nails. ' LOAD CASE(S) Standard, r QRpFESSIQ < w ONG yG F:J& * NO. CO49919 9. rp r August 16,2000 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE - Design valid for use only with MiTek connectors. This design is based only,upon parameters shown, and is for an individual uilding component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of ebrponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual members only. Additional temporary bracing to insure stability during constructionis the responsibility of the erector. IiA Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance .� t regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- rBracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION 13/' ' Center plate on joint unless �ce Z dimensions Indicate otherwise. Dimensions are in Inches. Apply ca plates to both sides of truss and securely seat. 0 c O U a O ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nail Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS cz J5 u �ce Z ca BOTTOM CHORDS Jl J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second ROCA 86-93, 85-75, 91-28 dimension is the length paralial to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40�11 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N ,M BEARING Indicates location of joints at which bearings (supports) occur. MITek Inclusl as, Inc. TM ® PANEL HYDRO A/R ® GANG -NAIL Q0 CLIP A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1, Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirernents. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload,roof or floor trusses with stacks of construction materials. 14. Do not cut or alter—truss members or plate without prior approval of a professional engineer, 15. Care should be exercised in'Handling, erection and installation of trusses. ©1993 Mitek Holdings, Inc., d Job I russ truss type uty Ply ' R3618084 LOT40 H12 ROOF TRUSS 1 1 (optional) uma russ Co. �liiornia u x gqu '-00-01 �CFLa w� nt^ 92253 47T61�R1 s Jul 14 oa Mia Industries,Inc. -e �i fi 1 f7-1Tf660 Page I-- 4. •s 1 1-7-4 . 2-52 V 1-7-4 0-9-14 0.25 r12 . ++ Scale= 1:16.4 t ' 5 •. r 1.5x4 3x4 - 2 i • N 1 y 1.5x4 II 3x4 — 1-7-4 h ' 1-7-4 0-9-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) , I/deft PLATES GRIP . TCLL 20.0 Plates Increase 1.25- TC 0.02 Vert(LL) -0.00 4 >999 M1120 197/144 ' TCDL 10.0 Lumber Increase . 1.25 BC 0.01 Vert(TL) -0.00 4 > 999 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 3' n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min I/deft = 360 Weight: 10 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F,1.4E TOP CHORD Sheathed or 2-5-2 oc purlins, except end verticals. CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'BOT WEBS 2 X 4 SPF Std REACTIONS (Ib/size) " 4=52/0-7-12,'3-52/0-5-8 2 ` FORCES (Ib► - First Load Case Only _ TOP CHORD 1-4=-39, 1-5=0, 1-2=0 BOT CHORD 3-4=0 f WEBS 1-3=-0, 2-3=-39 ' k_ 6 + NOTES Provide adequate drainage to prevent water ponding. '1) 2) This truss has been designed for a,10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No:. 16-B, UBC-97. ,t 3) This truss has been designed with ANSI/TPI 1-1995 criteria. - 4) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. ' LOAD CASE(S) Standard r L fusto �pONG yG F�LC1 NO. C049919 DIP 9-3 ' CN. 'August WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE . 16,2000 Design valid for use only with MITek connectors. "This design is based only upon parameters shown, and is for an individual - uilding component to be installed and loaded 'vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb 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 guidance t regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST-88 Quality Standard, DSB- 9 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendation available from Truss , late Institute, 583 D'Onofrio Drive, Madison, WI 53719 MITek Industries, Inc. , Symbols m CONNECTOR PLATE CODE APPROVALS PLATE LOCATION AND ORIENTATION The first dimension is the width 13/ " Center plate on joint unless 4 x 4 dimensions Indicate otherwise. BOCA AJ5 Dimensions are in Inches. Apply dimension Is the length parallel plates to both sides of truss and to slots. HUD/FHA securely seat. LATERAL BRACING r/8" 1/81 1591, 1329, 4922 0 Indicates location of required Q: 87206, 86217, 9190 4010 O WISC/DILHR 870040-N, 930013-N, 910080-N BEARING x U -- im M! a O ' For 4 x 2 orientation, locate which bearings (supports) occur. MITek Industries, Inc. plates 1/8" from outside edge of truss and vertical web. TM 'This symbol Indicates the required direction of slots in PANEL connector plates. GANG -NAIL 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 m CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA AJ5 dimension Is the length parallel to slots. HUD/FHA BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension Is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4010 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING -- im M! Indicates location of joints at which bearings (supports) occur. MITek Industries, Inc. TM ® HYDRO A/R ® PANEL GANG -NAIL CLIP A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials.. y ; 14. Do not cut or altei truss members or plate without prior approval of -a professional engineer. 15. Care should be exercised In handling, erection and installation oftrusses.r: ©1993 Mitek Holdings, Inc/ r. ti Job Iruss truss type LOT40 H13 -A ROOF TRUSS umY a Truss o. alio is g(fi u x tl�g(1Z m - 20 L a Quetta Ca225�4 61 S / 5-2-12 t t 5-2-12 0.25112 3x4. 5x6 - 3x4 - 1 r 1 2. • uty I Fly R3618085_1 1 (optional)rl1-4X00Mie Industries, nc. a ug1614 7:172O_page 10-2-11 ' 4-11-14 .. } •'' 'Scale = 1:28.3 4x4 - 3 - i n. 6 5 4 r 6x6 - 3x4 = 1.5x4 II 5-2-12 + 10.2-11 V 5-2-12 4-11-14 LOADING (psf) SPACING , - 2-0-0. CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase , 1.25 - TC 0.44 Vert(LL) :0.01 4-5 >999 M1120 197/144 ITCDL10.0 Lumber Increase 1.25 BC 0.16 : VertITL) 0.03 4-5 >999 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 4 n/a ; BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 47 Ib LUMBER + _ , BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E ` TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F1.4E BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std ' ;l OTHERS 2 X 4 SPF 1650F 1.4E REACTIONS (Ib/size) 4=385/Mec6nical, 7=397/0-3-8. I + r FORCES' (Ib) - First Load Case Only m �' �• •; ' 1 ' i TOP CHORD 6-7=250, 1-7=-145, 1-2=-47, 2-3=-375, 3-4=-334 BOT CHORD 5-6=372, 4-5=45 i r WEBS 2-6=-383, 2-5=-99, 3-5=378 NOTES '11 Provide adequate drainage to prevent water ponding. r 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, Y UBC -97. 3) Refer to girder(s) for truss to truss connections. , 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI(TPI 1-1995 angle to grain formula. Building designer should r A 'verify capacity of bearing surface. _ 5) This truss has been designed with ANSI/TPI 1;1995 criteria. r' LOAD CASE(S) Standard -- - –' r •� z.. .- OQROFESSION ONG tic NO C049919 _ t EXP 9-3 ; August 16,2000 ® WARNING = Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual eb members only. Additional temporary bracing to insuie stability during construction is the responsibility of the erector. nn Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance ` regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 BrecIng Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MTek Industries, Inc. uty I Fly R3618085_1 1 (optional)rl1-4X00Mie Industries, nc. a ug1614 7:172O_page 10-2-11 ' 4-11-14 .. } •'' 'Scale = 1:28.3 4x4 - 3 - i n. 6 5 4 r 6x6 - 3x4 = 1.5x4 II 5-2-12 + 10.2-11 V 5-2-12 4-11-14 LOADING (psf) SPACING , - 2-0-0. CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase , 1.25 - TC 0.44 Vert(LL) :0.01 4-5 >999 M1120 197/144 ITCDL10.0 Lumber Increase 1.25 BC 0.16 : VertITL) 0.03 4-5 >999 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 4 n/a ; BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 47 Ib LUMBER + _ , BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E ` TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F1.4E BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std ' ;l OTHERS 2 X 4 SPF 1650F 1.4E REACTIONS (Ib/size) 4=385/Mec6nical, 7=397/0-3-8. I + r FORCES' (Ib) - First Load Case Only m �' �• •; ' 1 ' i TOP CHORD 6-7=250, 1-7=-145, 1-2=-47, 2-3=-375, 3-4=-334 BOT CHORD 5-6=372, 4-5=45 i r WEBS 2-6=-383, 2-5=-99, 3-5=378 NOTES '11 Provide adequate drainage to prevent water ponding. r 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, Y UBC -97. 3) Refer to girder(s) for truss to truss connections. , 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI(TPI 1-1995 angle to grain formula. Building designer should r A 'verify capacity of bearing surface. _ 5) This truss has been designed with ANSI/TPI 1;1995 criteria. r' LOAD CASE(S) Standard -- - –' r •� z.. .- OQROFESSION ONG tic NO C049919 _ t EXP 9-3 ; August 16,2000 ® WARNING = Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual eb members only. Additional temporary bracing to insuie stability during construction is the responsibility of the erector. nn Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance ` regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 BrecIng Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MTek Industries, Inc. Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 13/' ' Center plate on joint unless dimensions Indicate otherwise. Dimensions are In inches. Apply plates to both sides of truss and securely seat. 'For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots In connector plates. J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE C3 CONNECTOR PLATE CODE APPROVALS J5 The first dimension is the width MiTek Industries, Inc. 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 OANO-NAIL dimension is the length parallel to slots. HUD/FHA ca c7 ce 1591, 1329, 4922 BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE im Eal CONNECTOR PLATE CODE APPROVALS The first dimension is the width MiTek Industries, Inc. 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 OANO-NAIL dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40`10 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 0 c O X: U a- 0 O BEARING im Eal Indicates location of joints at which bearings (supports) occur. MiTek Industries, Inc. TM ® PANEL HYDRO A/R ® LIP C OANO-NAIL Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 1/4 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. _- 13. Do not overload roof or'floor trusses with stacks of construction materials., 14. Do not cut or after truss members or plate without prior approval of a'professfonal engineer. 15. Care should be exercised in handling, erection and installation of trusses.: f ©1993 Mitek'Holdings, Ind: Job Iruss truss Iype Uty Fly ' - R3618086 OT40 H13 -B ROOF TRUSS 1 1 (optional) uma russCo. Cab orni—la fio x g9gG�'m — �La Quint—' a Ca 922T�3 251 S s Tib 0 I e —Inc ustnes,Inc. , e u �I4:1Ti7_0U0 aP ge 1-4-0 + ". r •• 115x4LL.4.D ... r— � _ r X2 Sc•ale,i =1:19.30.25 . •' in , M IM " 3x4 - 1.5x4' 11 1-4-0 LOADING (psf) SPACING,- -,2-0-0. CSI DEFL in (loc) I/defl PLATES ' GRIP - TCLL 20.0 Plates Increase — 1.25 TC 0.01 Vert(LL) -0.00 4 >999 M1120 197/144 10.0 BCLL 0.0 LumberIncrease 1.25 Rep Stress Incr YES BC 0.01 WB 0.00 Vert(TL) 0.00 4 >999ITCDL -HOrz(TL) '0.00 n/a BCDL 10.0 Code UBC97/ANS195 ' 4.1 st LC LL Min I/deft = 360. Weight: 11 lb 3 . LUMBER r 1 '- BRACING ' • r TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 1-4-0 oc purlins;' except end verticals: BOT CHORD 2 X 4 SPF 1650F 1.4E . . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'WEBS 2 X 4 SPF Std A.' is REACTIONS (lb/size) 4=42/Mechanical,'3=4210-5-8 p - (Ib) - First Load Case Only,FORCES TOP CHORD 1-4=-31, 1-2=0, 2-3=.31 BOT CHORD 3-4=0 WEBS 2-4=-0 J ' ' �'•+ NOTES ii:' • 'F Provide adequate drainage to prevent water ponding.- No. k '1) 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 16-B, UBC -97. t 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed with'ANSI/TPI 1-1995 criteria. ' ' LOAD CASE(S) Standard ' •-f r + - FESS/0 t` ��OeGpONG, � NO. � * 9049919 l r : � -• 4 - August 16,2000 WARNING' -'Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of • ` omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual 1 �� r eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Duality Standard,.DSB- - ' 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss " late Institute, 583 D'Onofrio Drive, Madison, w1 53719 MiTekAndustries, Inc. Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/a Center plate on joint unless dimensions indicate otherwise. Dimensions are in Inches. Apply plates to both sides of truss and securely seat. 1/8 1/84 ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart J2 J3 J4 TOP CHORDS cz CONNECTOR PLATE CODE APPROVALS J5 The first dimension is the width at joint locations. O_ 4 x 4 perpendicular to slots. Second gpcA u ZC3 �c8 LC.6 5. Unless otherwise noted, moisture content of to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS U The first dimension is the width at joint locations. O_ 4 x 4 perpendicular to slots. Second gpcA 86x93, 85-75, 91-28 at 114 panel length (t6' from adjacent joint.) dimension is the length parallel 5. Unless otherwise noted, moisture content of to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 6. Indicates location of required SBCCI 87206, 86217, 9190 40��. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. Q 1 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane U at joint locations. O_ 4. Unless otherwise noted, location chord splices at 114 panel length (t6' from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. MITek Industries, Inc. TM ® PANEL HYDRO A/R ® CLIP 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown.: °i f 13. Do not overload roof or floor trusses with stacks of construction materials. J 14. Do not cut or atter truss members or plate without prior approval of -a professional engineer. 15. Care should be exercised. in handling, erection and installation of trusses. ©1993 Mitek Holdings; Inc. ;�' Job I russ 1 russ I ype Qty Pty R3618087 LOT40 r H13 -C ROOF TRUSS 1 1 (optional) Yuma TrussCo.. Cali orf nia of1C'u x uyu 'In 1=2 -O -La �umta a 9-2-'253 4-201-5 s Ju i e— Industries, Inc. �d Au—lg �14:fT:T8�6 age 3-0-0 * . 1 3.0.0 1.5x II ' + .1 3x4 - 2 l n� f, #Scale = 1:19.3 d ' 4 5 3 1.5x4 I I 3x4 - • 3-0-0 r 3-0-0 � Late Offsets [1:0-0-0,0-0-01, [2:0-0-0,0-0-01 LOADING -0,0- - LOADING (psf) SPACING' 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP f. 'TCLL • 20.0 Plates Increase 1.25 TC 0.10 t Vert(LL) -0.00 3-4. >999 MI120 197/144 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.01 3-4 >999 ~w - BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a ° BCOL 10.0 Code UBC97/ANSI95 + (Matrix) 1st LC LL Min I/dell = 360 Weight: 16 Ib LUMBER ' + BRACING ' TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 3-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E , BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. . WEBS 2 X 4 SPF Std. REACTIONS (lb/size) 4=129/Mechanical,f3=129/Mechanical 'FORCES (lb) - First Load Case Only TOP CHORD 1-4=-81, 1-2=0, 2-3=-81 i 1 BOT CHORD 4-5=0,3-5=0' 1 ` ff, ; WEBS 1-3=0 'NOTES .f f 1) Provide adequate drainage to preverit water ponding., _ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections: , '4) This truss has been designed with ANSI/TPI 1-1995 criteria. i 5) Special hanger(s) or connection(s) required to support concentrated load(s) 42.Olb down at 1-6-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. , jtr t LOAD CASE(S) Standard ' ' 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 - Uniform Loads (plf) Vert: 1-2=-60.0, 3-4=-20.0 4 Concentrated Loads (lb) Vert: 5=-42.0 i r Q t : ��`�v�VONG yG Fti�2 NO. CO49919 ' EXP 9CIV y a ' C August 16,2000 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual ' eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrlo Drive, Madison, wl 53719 MiTek Industries, Inc. . ~ I f t! 1 t 7 Cl) ' 4 5 3 1.5x4 I I 3x4 - • 3-0-0 r 3-0-0 � Late Offsets [1:0-0-0,0-0-01, [2:0-0-0,0-0-01 LOADING -0,0- - LOADING (psf) SPACING' 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP f. 'TCLL • 20.0 Plates Increase 1.25 TC 0.10 t Vert(LL) -0.00 3-4. >999 MI120 197/144 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.01 3-4 >999 ~w - BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a ° BCOL 10.0 Code UBC97/ANSI95 + (Matrix) 1st LC LL Min I/dell = 360 Weight: 16 Ib LUMBER ' + BRACING ' TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 3-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E , BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. . WEBS 2 X 4 SPF Std. REACTIONS (lb/size) 4=129/Mechanical,f3=129/Mechanical 'FORCES (lb) - First Load Case Only TOP CHORD 1-4=-81, 1-2=0, 2-3=-81 i 1 BOT CHORD 4-5=0,3-5=0' 1 ` ff, ; WEBS 1-3=0 'NOTES .f f 1) Provide adequate drainage to preverit water ponding., _ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections: , '4) This truss has been designed with ANSI/TPI 1-1995 criteria. i 5) Special hanger(s) or connection(s) required to support concentrated load(s) 42.Olb down at 1-6-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. , jtr t LOAD CASE(S) Standard ' ' 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 - Uniform Loads (plf) Vert: 1-2=-60.0, 3-4=-20.0 4 Concentrated Loads (lb) Vert: 5=-42.0 i r Q t : ��`�v�VONG yG Fti�2 NO. CO49919 ' EXP 9CIV y a ' C August 16,2000 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual ' eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrlo Drive, Madison, wl 53719 MiTek Industries, Inc. . 1 7 ' 4 5 3 1.5x4 I I 3x4 - • 3-0-0 r 3-0-0 � Late Offsets [1:0-0-0,0-0-01, [2:0-0-0,0-0-01 LOADING -0,0- - LOADING (psf) SPACING' 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP f. 'TCLL • 20.0 Plates Increase 1.25 TC 0.10 t Vert(LL) -0.00 3-4. >999 MI120 197/144 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.01 3-4 >999 ~w - BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a ° BCOL 10.0 Code UBC97/ANSI95 + (Matrix) 1st LC LL Min I/dell = 360 Weight: 16 Ib LUMBER ' + BRACING ' TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 3-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E , BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. . WEBS 2 X 4 SPF Std. REACTIONS (lb/size) 4=129/Mechanical,f3=129/Mechanical 'FORCES (lb) - First Load Case Only TOP CHORD 1-4=-81, 1-2=0, 2-3=-81 i 1 BOT CHORD 4-5=0,3-5=0' 1 ` ff, ; WEBS 1-3=0 'NOTES .f f 1) Provide adequate drainage to preverit water ponding., _ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections: , '4) This truss has been designed with ANSI/TPI 1-1995 criteria. i 5) Special hanger(s) or connection(s) required to support concentrated load(s) 42.Olb down at 1-6-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. , jtr t LOAD CASE(S) Standard ' ' 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 - Uniform Loads (plf) Vert: 1-2=-60.0, 3-4=-20.0 4 Concentrated Loads (lb) Vert: 5=-42.0 i r Q t : ��`�v�VONG yG Fti�2 NO. CO49919 ' EXP 9CIV y a ' C August 16,2000 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual ' eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrlo Drive, Madison, wl 53719 MiTek Industries, Inc. . Symbols PLATE LOCATION AND ORIENTATION 13/, ' Center plate on joint unless ZC3J5 dimensions indicate otherwise. UC6 Dimensions are in Inches. Apply plates to both sides of truss and securely seat. 1/8^ 1/84 0 c O 2 U a O ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS Jl J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N TM BEARING Im! Indicates location of joints at which bearings (supports) occur. MITek Industries, Inc. � ® TMHYDRO A/R ® PANEL EL GANG -NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are ,the responsibility of others unless 1 shown.,'�!' � � A 13. Do not overload roof -or floor trusses with stacks of construction materials. 14. Do not cut or alter truss members or plate without prior approval of a professional engineer. 15. Care`should be iixercised ih'handling, erection and installation of;trusses . : /.' ©1993 Mitek. Holdings, Inc. ZC3J5 UC6 BOTTOM CHORDS Jl J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N TM BEARING Im! Indicates location of joints at which bearings (supports) occur. MITek Industries, Inc. � ® TMHYDRO A/R ® PANEL EL GANG -NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are ,the responsibility of others unless 1 shown.,'�!' � � A 13. Do not overload roof -or floor trusses with stacks of construction materials. 14. Do not cut or alter truss members or plate without prior approval of a professional engineer. 15. Care`should be iixercised ih'handling, erection and installation of;trusses . : /.' ©1993 Mitek. Holdings, Inc. Job (Iruss Iruss type Uty Ply OT40 1H13 -D ROOF TRUSS 1 1 (optional) Yuma Truss Co. a i orrna ufAu x I]9g('m = a uintaa 32 5T-4-.2-0-1 R1s J1 14 600 i eIndustries,k Inc. %T 3-0-0 + �, I. _ 3.0-0 1.5x Y 13x4 '.2 , 4 i F ' 4 5 3 1.5x4 II .3x4 - _ 3-0-0 ' ' R3618088 ' "Scale = 1:19.7 r LOADING (psf) SPACING 2-0-0-1 CSI DEFL in floc). I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 ` Vert(LL) -0.02 3:4 >999 M1120 197/144 10.0 Lumber Increase ' 1'.25 i f ,: Vertjl-) -0.04 3-4 >814 ' ' R3618088 ' "Scale = 1:19.7 r LOADING (psf) SPACING 2-0-0-1 CSI DEFL in floc). I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 ` Vert(LL) -0.02 3:4 >999 M1120 197/144 10.0 Lumber Increase ' 1'.25 BC 0.53 ,: Vertjl-) -0.04 3-4 >814 ' 'TCDL BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL). '0.00 3 n/a BCDL 10.0 Code UBC97/ANSI95 3 (Matrix) list LC LL Min I/deft =' 360 Weight: 17 Ib LUMBER BRACING ` TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 3-0-0 oc purlins, except end verticals. CHORD 2 X 4 SPF 1650F 1.4E =. BOT CHOFiD Rigid ceiling directly applied or 10-0-0 oc bracing.' 'BOT WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 4'=301/Mechanical, 3=301/Me6hanical {` FORCES Ilb) - First Load Case Only CHORD 1-4=-81, 1-2=0, 2-3=-81 'TOP BOT CHORD 4-5=0,3-5=0 k' WEBS 1-3=-0 v 3 r NOTES . + 1) Provide adequate drainage to prevent water ponding: Yr 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. . r i 3) Refer to girder(s) for truss to truss connections.- - 't 4) This truss has been designed with ANSI/TPI 1'=1995 criteria. ` 5) Special hangers) orconnectionls) required to support concentrated load(s) 385.OI11b down at 1-6-0 on bottom chord. 'Design ' for unspecified connections) is delegated to the building designer. n . LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 ' Uniform Loads (plf) . Vert: 1-2=-60.0, 3-4=-20.0 r Concentrated Loads (lb) Vert: 5 =-385.0 t - • C . , � pR fESSIO�( ONG r * NO. C049919y' EXP 9- w .. August 16,2000 WARN/NG -Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE r • • Au 9 • Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of t omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual ► - eb 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 guidance' t regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION 1 3/, ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/87 __01114__ 1/8+ For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart 0 c O x U a O Numbering System J2 J3 J4 TOP CHORDS C2 C3 J5 :W 3 �y � C8 C7 ca BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91=28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4011" continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N TM BEARING ;art Indicates location of joints at which bearings (supports) occur. MITek Industries, Inc. TM ® PANEL HYDRO A/R ® CLIP GANG -NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. • 4 13. Do not overload "roof or'floor trusses with stacks of construction materials.ti� 14. Do not cut or alt&F truss members or plate without prior approval of atprofessiorial engineer. 15. Care should be exerciseclln Handling, erection and installation of frusses.- �J T r J ©1993.Mitek Holdings, Inc.- #f� Job LOT40 Iruss Truss type H13 -GRD ROOF TRUSS russCo. of ornia GTA' xJ0y1fk00 1=2�La�� 5-6-10 ' 5-6.10 3x4 5x6 - 1 uty f'ly R3618089 1 1 . (optional) a 92753 2172a 1— 0 Mi e-0-nBustnes, Ing. Wed AugTT1�260Z�Page 10-9-12 16-4-6 5-3-2 = 5-6-10." ` +' Scale = 1:34.6 0.25112 3x4 = .3x4 - 23 3x6 - 6x6 - 3x4 - 4x4 - 4x4 II r LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc'purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E i BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'WEBS 2 X 4 SPF Std 'Except' + 4-5 2 X 4 SPF 165OF 1.4E OTHERS 2 X 4 SPF Std r REACTIONS (lb/size) 5=966/6-5-8,9=738/0-3-8, 'FORCES hb) - First Load Case Only ' TOP CHORD 8-9=578, 1-9=-157, 11-2=-63!2-3=-959, 2 3-4=-1247, 4-5=-751 BOT CHORD 7-8 =955, 6-7 =1243, 6-10= 128, 10-11-,=128, 5-11 =128 r WEBS 2-8=-1033, 2-7=217, 3-7=-327, 3-6=-154, 4-6=1247 a It I ' NOTES .a 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 131 Bearing at jointls) 9 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 301.01b down at 11-9-6, and 129.01b down at 14-10-14 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 'LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) , Vert: 1-9=20.0, 1-4=-60.0, 5-8=-20.0 Concentrated Loads (Ib) Vert:.10=.301.0 11 =-129.0 - ONG�ti� NO. C049919 c . EXP 9- f i sr C ® WARNING = Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual wilding component to be Installed and loaded vertically. Applicability of design_ parameters and proper incorporation of omponent Is responsibility of building designer — not truss designer. Bracing shown is for lateral support of Individual eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult DST -88 Quality Standard, DSB- TM 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D-onofrio Drive, Madison, WI 53719 MTek Industries, Inc. \fin sOR� August 16,2000 5-6-10 10-9-12 164-6 5-6-10 5-3-2 5-6-10 LOADING (psf) SPACING 2-0-0 _ CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase - 1.25-,. TC 0.77 Vert(LL) -0.06 5-6 >999 M1120' 197/144 TCDL 10,0 Lumber,lncrease 1.25' BC 0.48 Vert(TL) -0.13 5-6 >999 BCLL 0.0 Rep Stress Incr NO WB 0.71 .� HorzITL) 0.02 5 ..n/a BCDL 10.0 Code 'UBC97/ANS195 ' (Matrix) list LC LL Min I/defl = 360 Weight: 71 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc'purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E i BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'WEBS 2 X 4 SPF Std 'Except' + 4-5 2 X 4 SPF 165OF 1.4E OTHERS 2 X 4 SPF Std r REACTIONS (lb/size) 5=966/6-5-8,9=738/0-3-8, 'FORCES hb) - First Load Case Only ' TOP CHORD 8-9=578, 1-9=-157, 11-2=-63!2-3=-959, 2 3-4=-1247, 4-5=-751 BOT CHORD 7-8 =955, 6-7 =1243, 6-10= 128, 10-11-,=128, 5-11 =128 r WEBS 2-8=-1033, 2-7=217, 3-7=-327, 3-6=-154, 4-6=1247 a It I ' NOTES .a 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 131 Bearing at jointls) 9 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 301.01b down at 11-9-6, and 129.01b down at 14-10-14 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 'LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) , Vert: 1-9=20.0, 1-4=-60.0, 5-8=-20.0 Concentrated Loads (Ib) Vert:.10=.301.0 11 =-129.0 - ONG�ti� NO. C049919 c . EXP 9- f i sr C ® WARNING = Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual wilding component to be Installed and loaded vertically. Applicability of design_ parameters and proper incorporation of omponent Is responsibility of building designer — not truss designer. Bracing shown is for lateral support of Individual eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult DST -88 Quality Standard, DSB- TM 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D-onofrio Drive, Madison, WI 53719 MTek Industries, Inc. \fin sOR� August 16,2000 Symbols PLATE LOCATION AND ORIENTATION 1 3/4 ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in Inches. Apply plates to both sides of truss and securely seat. 116" -► �/8� For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension Is the length parallel to slots. LATERAL BRACING Indicates location of required continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO SBCCI WISC/DILHR E LA 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. c 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. TM MITek Industries, Inc. TM ®PANEL HYDRO A/R ® CLIP 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. _ 13. Do not overload roof or.floor trusses with stacks of construction materials.'', 14. Do not cut or after truss members or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses.' k � ©1993 Mitek Holdings, Inc. • �' C3 J5 �y c� ce c7 ce BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO SBCCI WISC/DILHR E LA 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. c 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. TM MITek Industries, Inc. TM ®PANEL HYDRO A/R ® CLIP 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. _ 13. Do not overload roof or.floor trusses with stacks of construction materials.'', 14. Do not cut or after truss members or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses.' k � ©1993 Mitek Holdings, Inc. • �' Job Iruss (russ Iype Oty Fly ` - R3618090 OT40 H14-GRD OOF TRUSS11(optional) o. Cal ori"tnia—g(R'ulx geur$'JR e�=2��QumtaCa 92E5��20� SF�1 s Jul�4 066Iv1i e ILn ustnes, Inc. V�d G-14:17:152660—Page 1 4-6-2 8-8-12 �' 13-2-14 t 4-6-2 4-2-10 4-6-2 y ' 0.25 L12 .� Scale = 1:31.1 3x4 6x8 II 3x4 - 3x4 = 1 2 4x4 - 3 4 Ln ti ` I0 1 9' ' 8 7 6 - 6x6 3x4 3x4 10 3x4 - - - 11 1 4-6-2 1 8-8-12 1 13-2-14 ' 4-6-2 4-2-10 4-6-2 LOADING (psf) SPACING —• - 2-0-0 * r CSI DEFL in (loc) 1/defl PLATES " GRIP TCLL , 20.0 Plates Increase • 1.25 TC 0.57 Vert(LL) 0.02 6 >999 M1120 197/144 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Veit(TL) -0.04 5-6 > 999 , BCLL 0.0 Rep Stress Incr NO WB. 0.55 Horz(TL) 0.01 5 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 72 Ib LUMBER BRACING TOP CHORD 2 X 6 DF No. 2-G TOP CHORD Sheathed or 6-0-0 oc purlins, except•end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Std OTHERS 2 X 4 SPF Std s z " _ REACTIONS (Ib/size) 5=820/0-5-8, 9 = 634/0-3-8 r (Ib) - First Load Case Only1 'FORCES TOP CHORD 8-9=501, 1-9=-131,•1-2=-40, 2-3=-700, 3-4=-917, 4-5=-669 BOT CHORD 7-8=697,6-7=914,6-10=68,5-10=,68 f WEBS 2-8=-801, 2-7=212, 3-7=-258, 3-6=-96, 4-6=988 r NOTES 1) Provide adequate drainage to prevent water ponding. 1 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 3) A plate rating reduction of 20% has been applied for the green lumber members. Bearing at jointls) 9 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should - verify capacity of bearing surface." 14) 5) This truss has been designed with ANSI/TPI .1-1995 criteria. F • . 6) Special hanger(s) or connection(s) required to support concentrated load(s) 301.01b down at 8-9-6, and 129.Olb down at 11-10-14 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. CASE(S) Standard 'LOAD 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 y Uniform Loads (plf) Vert: 1-9=20.0, 1-4=-60.0, 5-8=-20.0 Concentrated Loads (lb) ' Vert: 6=•-301.010=-129.0 _ f QROFESSIO •1 a ONG ` * NO. C049919 pq EXP q•a • +1 ® August 16,2000 WARN/NG - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual y eb 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 guidance egarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST-88 Quality Standard, DSB- M!TM i 9 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, wl 53719 MiTek Industries, Inc. Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless dimensions Indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8" '/8+ ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. *This symbol Indicates the required direction of slots In connector plates. *For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart J2 J3 J4 TOP CHORDS C2 CONNECTOR PLATE CODE APPROVALS J5 The first dimension Is the width at joint locations. a 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 ZC3L dimension is the length parallel 5. Unless otherwise noted, moisture content of HUD/FHA FL ce LATERAL BRACING 6 1591, 1329, 4922 BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension Is the width at joint locations. a 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 at 114 panel length (t6" from adjacent joint.) dimension is the length parallel 5. Unless otherwise noted, moisture content of to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 6. Indicates location of required SBCCI 87206, 86217, 9190 4� continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. o 1 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. ill"I'imp m! MiTek Industries, Inc. TM ® PANEL HYDRO A/R ® CLIP 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. .•.� 13. Do not overload r6of or floor trusses with stacks of construction materials.'. 14. Do not cut or alter truss mend ers or plate without prior approval of a.profe§siorial engineer. 15. Care should be exercised in handling, erection and installation of trusses.;- ©1993 Mitek Holdings, Inc.- y • • s- __ A Job I russ truss type Oty Ply ' -" - •- R3618091 OT40 H15 ROOF TRUSS 1 1 (optional) uma russ o. aIffornia gfX0x ggg(R'm 1=20; La wnta Ca-S2-253-4-2-61 81 s lul 1- 661G1i e nl—dustries, nl c. Wec-Aug ifi 14:17-1 2660—Page • + 55-7-7 M X11-2-14 , k r 0.25112 Scale = 1:28.9 - F 3x4 - e M>r+ 5x6 - t + 3x4 ' 1 2 3x6 = 3 t ' - M ' N lei l9 ' • 1 El 17 .� • . - ' 6 5 6x6 - 3x4 - 3x4 II 5-7-7 I 11-2-14 5-7-7 5-7-7 _ LOADING (psf) SPACING-- 2-0-0 CSI DEFL in (loc) I/def, PLATES GRIP - TCLL 20.0 Plates Increase . -• 1:25 TC 0.54 ` Vert(LL) -0.02 4-5 >999 M1120 197/144 7 TCDL 10.0 Lumber Increase 1.25 BC 0.19 + -; -Vert(TL) -0.04 4-5 >9 99 'BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.00 4 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft 360 Weight: 50 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E `, TOP CHORD Sheathed or 6-0-0 oc purlins, except end.verticals. BOT CHORD 2 X 4 SPF 1650E 1.4E f t: BOT CHORD Rigid ceiling directly'app,ied or 10-0-0 oc:bracing. WEBS 2 X 4 SPF Std t r OTHERS 2 X 4 SPF Std REACTIONS (Ib/size) 4=426/0-5-8, 7=438/0-3-8 •-� r t 'FORCES (Ib) - First Load Case Only TOP CHORD 6-7=281, 1-7=-154,11-2=-56, 23=-471, 3-4=-367 BOT CHORD 5-6=467, 4-5=62 WEBS 2-6=-472, 2-5=-101, 3-5=452 ~ 4 NOTES r t , v 1) Provide adequate drainage to prevent water ponding.' r w I'. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.per Table No. 16-13, UBC-97. 3) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should y verify capacity of bearing surface. 4) This truss has been designed with ANSUTPI 1-1995 criteria. i' ' LOAD CASE(S) Standard 1 QQ0FE,SS10 'C ONG yG Fti�� ` ' NO. C049919 9-" August 16,2000 WARNING - Verify design.parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual - uilding-component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of 1 omp'onent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual', ' eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. �� TM- M-Additional Additionalpermanent bracing of the overall structure is the responsibility of the building designer. For general guidancsoV* regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST-88 Quality Standard, OSB- 9 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendation available from Trues •„ late Institute, 583 D'Onotrlo Drive, Madison, wl 53719 MiTek Industries, Inc. - Symbols PLATE LOCATION AND ORIENTATION 1 3/' ' Center plate on joint unless dimensions Indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8" 1/8� ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nail Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required 40,10 continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. Numbering System J2 • J3 J4 TOP CHORDS BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS ROCA 86-93,85-75, . 91-28 HUD/FHA TCB 17.08 ICBG 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. ina •M� MiTek Industries, Inc. M� ® TM HYDRO -AIR CLIP /R ® PANEL QP O ANfi-NAIL 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or,floor trusses with stacks of construction materials. 14. Dobot cut or alter truss members or plate without prior approval of a professiondl engineer. 15. dire should be exercised ' isedin Chandling, erection an�d,:iristallation of trusses. ©1993 Mitek Holdings, Inc.,/ 4/ C3 J5 FL Shy U CB C7 C6 BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS ROCA 86-93,85-75, . 91-28 HUD/FHA TCB 17.08 ICBG 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. ina •M� MiTek Industries, Inc. M� ® TM HYDRO -AIR CLIP /R ® PANEL QP O ANfi-NAIL 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or,floor trusses with stacks of construction materials. 14. Dobot cut or alter truss members or plate without prior approval of a professiondl engineer. 15. dire should be exercised ' isedin Chandling, erection an�d,:iristallation of trusses. ©1993 Mitek Holdings, Inc.,/ 4/ Job I russ I I russ 1 ype (1ty , Ply R3618092 , T40 H16 ROOF TRUSS 1 1(optional) tu—m—a Truss o., alifornia •U A x g�gf$'lu �(�La Inca Ca 52 34.201 9111 s JUI 1-4 000 Ivlt ek In ustnes, Inc. Wed_Xu`gt fi 14:17:2-0 2000—aP ge 9-2-14 a 9-2-14 yn .. • 0.25 X12 '; a ,~ Scale = 1:26.7 3x4 6x8 5x6 - .. 2 N � M I • El 5 xF .. 4 6x6 - 4x4 II . 9-2-14 s -2-1a LOADING (psf) SPACING 2-0-0 CSI DEFL in hoc) I/defl PLATES GRIP . TCLL 20.0 Plates Increase 1.25 TC 0.42 _Veft(LL) -0.10 3-4 >999 M1120 197/144 10.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.19 3-4 >541 'TCDL BCLL 0.0 Rep Stress Inca YES WB 0.02 Horz(TL) -0.00 3 n/a „ BCDL 10.0 Code UBC87/ANSI95 (Matrix) : 1st LC LL Min I/deff = 360 Weight: 48 Ib ' r• LUMBER - BRACING TOP CHORD 2 X 6 DF No.2-G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. 'WEBS 2 X 4 SPF 1650F 1.4E *Except*+ r 2-4 2 X 4 SPF Std OTHERS • 2 X 4 SPF Std » REACTIONS (Ib/size) 3 = 346/0-5-8, 5 = 358/0-3-8 •r ; 'FORCES (Ib) - First Load Case Only TOP CHORD 4-5=75, 1-5=-273, 1-2=-168, 2-3=-260 S BOTCHORD 3-4=123 rr ; r t'• WEBS 2-4=42 AY 'NOTES 1) Provide adequate drainage to prevent water ponding.. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. A plate rating reduction of 20016 has been applied for the green lumber members. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1-1995, angle to grain formula. Building designer should '3) verify capacity of bearing surface. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. i , LOAD CASE(S) Standard t f OQRpFESSIO� ONG ' + , + . * NO. C04 19UP- WARNING - Verify design parameters and READ NOTE'S ON THIS AND REVERSE SIDE BEFORE USE - Augus 2000 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual '� uilding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of Individual = eb members only. Additionaltemporary bracing to insure stability during construction is the responsibility of the erectoras • r y Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onotrio Drive, Madison, wl 53719 MiTek Industries, Inc. Symbols C3 CONNECTOR PLATE CODE APPROVALS PLATE LOCATION AND ORIENTATION The first dimension is the width 13/' ' Center plate on joint unless 4 x 4 dimensions indicate otherwise. BOCA e� u Dimensions are in inches. Apply c7 c6 plates to both sides of truss and to slots. HUD/FHA securely seat. LATERAL BRACING x/84 1591, 1329, 4922 0 Indicates location of required SBCCI 87206, 86217, 9190 c O 401:10 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N x U ON � a O BEARING ' For 4 x 2 orientation, locate mial Indicates location of joints at plates 1/8" from outside edge of truss and vertical web. which bearings (supports) occur. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 C3 CONNECTOR PLATE CODE APPROVALS J5 The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA e� u FL ce c7 c6 BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 401:10 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N ON � BEARING mial Indicates location of joints at which bearings (supports) occur. MITek Industries, Inc. TM ® HYDRO A/R ® PANEL OANG-NAIL CLIP A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6` from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 1996 at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10, Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. - L - 13. Do not overload roof or floor trusses with stacks of construction materials. 4 14. Do, not cut or alter truss members or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses: 01993 Mitek Holdings; Inc. /p Job Iruss truss type City Ply OT40 H17 ROOF TRUSS 1 1 (optional) uma russ o. a i ornia, 0 g x7uynf 'm 7=20 1a Qulnta X32353 4.201 sR1 s Jul I i e—Industries, nl c. Wee u 6-9-6 I r �f s ' 0.25 5x6 = t 1 1 r 3x8 2 10 M R3618093 X16 14 20 200 age Scale = 1:24.4 I 46x8 = 3 3x4 11 I 6-9-6 M s-9-6 1 LOADING (psf) SPACING., 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP ' Plates Increase 1.25 - TC 0.71 3x4 Mil 20 197/144 l Lumber Increase 1.25 5 10 M R3618093 X16 14 20 200 age Scale = 1:24.4 I 46x8 = 3 3x4 11 I 6-9-6 s-9-6 1 LOADING (psf) SPACING., 2-0-0 CSI DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25 - TC 0.71 Vert(LL) -0.03 3-4 >999 Mil 20 197/144 10.0 Lumber Increase 1.25 BC 0.17 y. is -LVert(TL) -0.06 3-4 >999 'TCDL BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a - 31 BCDL 10.0 Code UBC97/ANSI95 ° (Matrix) 1 1st LC LL Min I/deft = 360 Weight: 31 Ib LUMBER , BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins, •except end verticals. CHORD 2 X 4 SPF 1650F 1.4Ej BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i 'BOT WEBS 2 X 4 SPF Std t OTHERS 2 X 4 SPF Std REACTIONS (Ib/size) 3=248/Mechanical, 5=260/0-3-8 (lb) - First Load Case Only 'FORCES TOP CHORD 4-5=57, 1-5=-197, 1-2=-88, 2-3=-184' BOT CHORD 3-4=77 WEBS 2-4=8 4 .* NOTES a 1) Provide adequate drainage to prevent water ponding;,- onding:;2) 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. ` 3) Refer to girder(s) for truss to truss connections. Bearing at joint(s) 5 considers parallel to grain value using ANSIITPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 14) 5) This truss has been designed with ANSIITPI 1-1995 criteria. , Inti r LOAD CASE(S) Standard ONGF�� NO. C049919 EXP 9• ' z CNI P ® WARNING = Verify design parameters and READ NOTES -ON THIS AND REVERSE SIDE BEFORE USE August 16,2000 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual L uilding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of r , omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual, eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. ria •. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication;, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- lal 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, IAC. Symbols � Numbering System � A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 " Center plate on joint unless dimensions indicate otherwise. Dimensions are In inches. Apply plates to both sides of truss and securely seat. 1/8, 1/84 - For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots In connector plates. 'For tabular plating format refer to the MITek/Gang-Nail Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension Is the length parallel to slots. LATERAL BRACING Indicates location of required continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. 0 CLI O S U 0- 0 O J2 J3 J4 TOP CHORDS C2 W joint and embed fully. Avoid knots and wane J5 at joint locations. a 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) L. 5. Unless otherwise noted, moisture content of U ca c7 C6 BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO SBCCI WISC/DILHR Eli 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013 -N, 910080 -N Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. S) 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane v at joint locations. a 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Ell im MITek Industries, Inc. � ® TM HYDRO A/R ® PANEL 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do;not overload rootor floor trusses with stacks of construction materials. 14. Do not but or alter truss members or plate without prior approval of a,professional engineer. 15. Care should be exercised in'handling, erection and installation of-trussee. • . v ©1993 Mitek HoldingsJnc •` � 'K 0. Job I russ I russ type r Oty Fly R3618094 OT40 H18 ROOF TRUSS1 1 Le=usl, )uss o. Elifarnfa—g(�'� x oy0 m I �La�uinia Ca 93253 4 61 SRf s u 1 0�0Mies, Inc. d Aug —1a: T7 0-260 aP ge As I 52-14 ' r '. �` • 0.25 12 IA :� �� jScale: 1/2"=1' 5x6 - 4x4 — 2 4t A P cn , A ' 3x4 c In 6x6 - 1.5x4 II 5-2-1a — 5-2-1a LOADING (psf) SPACING,,.` -2-0-0- CSI DEFL• in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1:25 TC 0.38 - {Vert(LL) -0.01 3-4 >999 M1120 197/144 10.0 Lumber.lncrease '1:25 ' BC 0.09 Vert(TL) -0.02 3-4• >999 { ' BCLL 0.0 `Rep Stress Incr ._ YES WB 0.00 HOrz(TL) -0.00 3 "n/a 'TCDL BCDL 10.0 'Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360' Weight: 26 Ib t LUMBER ' r BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 5-2-14 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E r BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS - 2 X 4 SPF Std OTHERS v, 2 X 4 SPF Std •' A,, REACTIONS (Ib/size) 3=186/0-5-8, 5'=`198/0=3-80' c " r e (lb) - First Load Case Only e ,FORCES TOP CHORD 4-5=43, 1-5=-152,`1-2=-49, 2-3=-139 BOT CHORD' 3-4=42 ' WEBS 2-4=6 'NOTES 1) Provide adequate drainage to prevent water ponding. 1, -k ° „ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should . verify capacity of bearing surface. This truss has been designed with ANSI/TPI 1-1995 criteria. , '4) 1 1 LOAD CASE(S) Standard ,�. e I I eROFESSio r r Q F ONC YG u2 NO, CtXo919 ' r ', 4 EXP 9- +� f •R •• •. Vit`, A CIVI r { WARNING - Verify design parameters' and. READ NOTES ON THIS AND REVERSE SIDE BEFORE USE { August 16,2000 `Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual uilding component'to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual gi ` eb members only. Additional temporary bracing to insure stability during construction is the responsibility, of the erector. t Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance •� regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Duality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719 ' MiTek Industries, Inc. Symbols Q PLATE LOCATION AND ORIENTATION J5 13/, ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. u '/8�0 C7 C6 c O M U a ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 Q J5 u ca C7 C6 BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. c 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane M: at joint locations. 0- 0 a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBG 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40,10 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING ! �� Indicates location of joints at �� which bearings (supports) occur. MiTek IndUStrieS, Inc. TM HYDROA ® nPANEL GANG -NAIL QD 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are,the responsibility of others unless shown. 13. Do not overload 76of or floor trusses with stacks of construction materials' 14. Do not cut or alter truss members or plate without .prior approval of a_ professional engineer. 15. Care should be exercised in handling, erection and installation of trusses.` lE ©1993 Mitek Holdings, Inc. It -i"' Job I russ1 russ I ype uty - Ply - ��ROOFTRUSS - -• .R3618095 OT40 H19 1 1 ' (optional) rT ussCCalifo�rna'uL$u x ncOL$'= Ea--ilumia Ca 9E253 4:201—SRI s Jul I 006Mi ek n ustrlel d—' s, Inc. We uci—A g 16 14:17 �I-266 age r 1 5-0-12 • i ' •. .1 1 5-0-12 +:..• ' r . , 0.25 12 1/2"=1' j lScale: ` t 1i� 1.5x4 11 3x4 / 1 2 r � � O n. p ' ' 3x4 - 1.5x4 I I 5-0-12 ' + 5-0-12 LOADING (psf) SPACING 2-070- CSI DEFL in floc) I/dell' PLATES GRIP T.CLL r . 20.0 Plates Increase .1.25 "^ TC 0.25 Vert(LL). -0.03 3-4 >999 M1120 197/144.,.,n ' 10.0 Lumber Increase 1.25 BC 0.19 : Vert(TL) -0.06 3-4 >921 ; . 'TCDL BCLL 0.0 Rep Stress Incr YES WB 0.00 T Horz(TL) 0:00 n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min I/defl = 360 Weight: 23 Ib LUMBER BRACING ' TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 5-0-12 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing... - ' WEBS 2 X 4 SPF Std i ' 1 , REACTIONS (Ib/size) 4=191/0-5-8, 3 191/0-5-8 - (lb) - First Load Case Only,FORCES TOP CHORD 1-4=-143, 1-2=0, 2-3=-143 i SA BOT CHORD 3-4=0 WEBS 2-4=-0 t` ' r NOTES Provide adequate drainage to prevent water ponding. , '1) 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16:6, UBC -97. ' 3) This truss has been designed with ANSI/.TPI.1-1995 criteria. - - LOAD CASE(S) Standard ` t. • M �e T ROFESSIO "Y �pONG NO. 'CO49919 , EXP 9-30 CIVI FC 4'4 , ' Augus 16,2000 WARNING Verify design parameters and READNOTES ON THIS AND REVERSE SIDE BEFORE USE �gn valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual � - uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of omponent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual , eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. T Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance' regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Iate Institute, 563 D'Onofrio Drive, Madison, WI 53719 MITek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION -► 1 3/4 * Center plate on joint unless dimensions Indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nail Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required 40" continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. 0 of O x U a Numbering System J2 J3 J4 TOP CHORDS cz c3 J5 3�y U ce c7 ca BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BCCA. HUD/FHA ICBO SBCCI WISC/DILHR CO El W93, 85-75, 91-28 TCB 17.08 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane U at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (±6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 199b at time of fabrication. TM Ell MiTek Industries, Inc. ® PANEL � HYDRO A/R 0 CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements, 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. - 14. Do not cut or after truss members or plate without prior approval of a professional engineer. 15. Care should be exercised 'in handling, erection and installation of trusses.. ©1993 Mitek Holdings, Inc. 0,—,.. I ruSS I russ type uty Ply R3618097 , LOT40 H2 ROOF TRUSS 2 1 (optional) Yuma Truss Co. Ehfomia I]r1C'org�g m=2�L�inia Ca 9-2'f6�4�61—S s ul 14 OO�Mi eTln-custrles, nl�Aed Aug 16__r4:17:F1 2060 aPg r- S_ I. 12-0-0 16=10-6 'I 18-9-9 28-3-0 ' 6-1-1 - 5-10-15 4-10-6 1-11-3' j 9-57 ` f `Scale = 1:56.4 0.25 rf2- 4.00F1 ., 5x5 - ' - - - 1.5x4 11 3x4 ` — 4x4 5x5 53 4 1 2 6 M N I ' 3x4 = 3x6 - o , 12 11 10 9 8 7 3x4 - 3x4 - 3x4 - 3x4 3x4 - ' 3x8 = 9-1-3 { 16-10-6 22-5-14 28-3-0 9-1-3 7-9-3 5-7-8 5-9-2 Plate Offsets [6:0-1-4,n_-_91 LOADING (psf) SPACING,, 2-0-0 CSI t DEFL in floc) `I/deft PLATES GRIP - 'TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) X0.21 11-12 >999 M1120 197/144 TCDL 10.0 Lumber Increase 1.25 BC 0.72 ,Vert(TL) -0.43 11-12 >627 BCLL 0.0 Rep Stress Incr YES WB 0.99 HOrz(TL) 0.04 8 n/a BCDL 10.0 Code UBC97/ANSI95 1 st LC LL Min I/defl = 360 Weight: 120 lb LUMBER BRACING 'TOP CHORD 2 X 4 SPF 1650F 1.4E *Except* - TOP CHORD Sheathed or 5-1-11 oc purlins, except end verticals. 4-5 2 X 6 OF No.2-G, 5-6 2 X 6 OF No.2-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,- Except: F + BOT CHORD 2 X 4 SPF 1650F 1.4E 6-0.0 oc bracing: 6-8. ) WEBS 2 X 4 SPF Std WEBS , 1 Row at midpt 2-12 + SLIDER Right 2 X 4 SPF Std 3=7-3 z 'REACTIONS (Ib/size) 12=857/0-5-8, 6=30/0-5-8, 8=1343/0-5-8 r Max Uplift6 = -1 50oad case 2) r � FORCES hb) - First Load Case Only 1 TOP CHORD 1-12=-178, 1-2=-0, 2-3=-1407, 3-4=-1101, 4-5=-1182, 5-6=848 BOT CHORD 11-12=1197, 10-11=1444, 9-10=569, 8-9=569,,7-8=-793, 6-7=-793 `. WEBS 2-12=-1334, 2-11 =293, 3-11 =-53, 3-10=-409, 4-10=-587, 5-10=1098, 5-8=-1835 NOTES �• "' ' 1) Provide adequate drainage to prevent water ponding. '2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B', UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ib uplift at joint 6. 5) This truss has been designed with ANSIITPI 1-1995 criteria. ' LOAD CASE(S) Standard - Q00FESSIO�C ONG yG F2c� NO. C040919 ' EXP 9-30 j> CIVIL WARNING.-' Verify design'parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16,2000 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual - uilding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of - omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the elector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance i garding fabrication, quality control, storage, delivery, erectionconsult OST -88 Quality , , and bracing, Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. Symbols � Numbering System � A General Safety Notes PLATE LOCATION AND ORIENTATION 13/, Center plate on joint unless dimensions Indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8" - ► 1/8+ ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots In connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart J2 J3 J4 TOP CHORDS cz 03 CONNECTOR PLATE CODE APPROVALS J5 The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension Is the length parallel to slots. HUD/FHA C8 c7 ce 1591, 1329, 4922 BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension Is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4011' continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane L) at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 199. at time of fabrication. BEARING Indicates location of joints at which bearings (supports) occur. MiTek Indu5lries, Inc. Tm ® PANEL HYDRO A/R ® CLIP OAN6-NAIL 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. '1 14 - 13. Do hot overload roof or floor trusses with stacks of: construction materials. 14. Do riot cut or after truss members or plate without prior approval of a professional engineer. 15. Care should be exercised iri handling, erection and installation of trusses. ` ©1993 Mitek Holdings, -Inc - •' , IJob IOT40 Vuma Truss Truss type Lity Ply H2O ROOF TRUSS 1 1 loptionap orf nla •gfkai. _99orA m 1=�0—La umta a�S2�T� 4 01 ' SRS s uric OO�Mt e n ustnes, nc. VG 5-3-2 r. 5-3-2 t 0.25112 k4 1.5x4 11 u 3x4 = 1 2 Ea r S •J � r C, I ' C R3618098 f t. 'Scale: 1/2"=1' �.. 3x4 - 1.5x4 11 54-2 W 5-3-2 � LOADING (psf) SPACING . 2-0-0 CSI DEFL in floc) I/deft PLATES GRIP TCLL . 20.0 Plates Increase .1:25 TC 0.28 ' Vert(LL) -0.04 3-4 >,999 MI120 197/144 TCDL 10.0 Lumber Increase 1.25 BC 0.20 Vert5 (TL) -0.07 3-4 815 BCLL 0.0 Rep Stress Incr YES WB . 0.00 Horz(TL) 0.00 n/a " BCDL '10.0 Code UBC97/ANSI95 1st LC LL Min I/deft = 360 Weight: 24 lb LUMBER ' BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E '• TOP CHORD Sheathed or 5-3-2 oc purlins, except end verticals. CHORD 2 X 4 SPF. 1650F 1.4E BOT CHORD .Rigid ceiling directly applied or 10-0-0 oc bracing. 'BOT WEBS 2 X 4 SPF Std r REACTIONS (Ib/size) 4=199/0-5-8,3=199/0-5-8 pb) - First Load Case Only ,FORCES TOP CHORD 1-4=-149, 1-2=0, 2-3=-149 �y BOT CHORD 3-4=0 WEBS 2-4=-0 •" r ti NOTES ; ti : •. Provide adequate drainage to prevent water ponding. ' t1) 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. .0 3) This truss has been designed with ANSI/TPI 1-1995 criteria. , ' LOAD CASE(S) Standard •� � 9m -, � �pONG yG Fy. CZrv, t ,� � ? . y _ Ute NO. C040919 EXT? 9-30 J> C1VAL 0 r A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE •� August 16,2000 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual - - . - uilding component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of, omponent is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual_ eb 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 guidance ' garding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss t ate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MiTek Industries, Inc. . Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/Q ' Center plate on joint unless dimensions Indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8" x/84 For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nail Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension Is the length parallel to slots. LATERAL BRACING Indicates location of required continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. J2 J3 J4 TOP CHORDS cz ca J5 � C8 c7 ca BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO SBCCI WISC/DILHR H 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane v at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. �� TM M1 MiTek Industries, Inc. �® PANEL TM HYDRO A/R ® CLIP 12.. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. = �.. -A #'N., 13. Do.not.overload *foof,or floor trusses with stacks of construction materials.- ` 14. Do;not cut or alter truss members or plate without prior;approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of frusses.- ©1993 Mitek Holdings, Inc. ,, �Job I cuss OT40 H-2080 f 3x6 truss type ROOF TRUSS uffi'm 1�6; Liu 828 8-2-8 Uty F'Iy R3618078 (optional) 53:261 Fit s JT14 6661911 a ndustr—ies, Inc. Wed7aug6�a-17:E2206�Page 1 .� 'A. .. I - 16-5-0, ' '• 8-2-8 " 0.25F1-2- Scale = 1:33.0 3x6 ` 1.5x4 II 3 2 3x10 = 1.5x4 11 r 8-2-8 1 16-50 8-2-8 8-2-8 LOADING (psf) SPACING - 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 20.0 Plates Increase• 1.25 TC 0.90 Vert(LL) -0.14 5-6 >999 M1120 197/144. . TCDL 10.0 Lumber Increase 1.25 BC 0.58 Veit(TL) -0.28 5-6 >686 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.00 4 n/a BCDL 10.0 Code UBC97/ANSI95 1 st LC LL Min I/defl = 360" Weight: 65 lb' LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 3-4-5 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E ' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 'WEBS 2 X 4 SPF Std *Except* WEBS 1 Row at midpt • 1-5, 3-5 1-5 2 X 4 SPF 1650F 1.4E, 3-5 2 X 4 SPF1650F 1.4E ? a 1 � REACTIONS (lb/size) 6=645/0-5-8, 4=645/0-5-8 Max Grav 6 =1042(load case 4), 4 = 1000(load case 3) , , t 'FORCES (lb) - First Load Case Only t .v TOP CHORD 1-6=-564, 1-2=-876, 2-3=-876,,3-4 =7-564 BOT CHORD 5-6=-0,4-5=0 WEBS 1-5=927, 2-5=-484, 3-5=940 . t ' . 0 �' ! -•. _ , INOTES 11 Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. _ 3) This truss has been designed with ANSIITPI 1-1995 criteria. This truss has been designed for a total drag load of 2080 Ib. Connect truss to resist drag loads along bottom chord from *. '4) 0-0-0 to 16-5-0 for 126.7 plf. n LOAD CASE(S) Standard QROFESS/0 OONG yG Fti�i •fr tY -L - - NO. C04 19 EXP9 AuguS 2000 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual uilding component.to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of - + omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual 4 eb 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 guidance_ , regarding fabricatiorNuality control, storage, delivery, erection, and bracing, consult OST -88 Duality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MiTek Industries,. Inc. Symbols Q PLATE LOCATION AND ORIENTATION 13/, ' Center plate on joint unless dimensions indicate otherwise. �y c� Dimensions are in inches. Apply C7 Ca plates to both sides of truss and securely seat. x/84 0 c O M U a O ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 Q J5 �y c� C8 C7 Ca BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4011' continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N �= TM BEARING Indicates location of joints at which bearings (supports) occur. MiTek Industries, Inc. M� ® TM HYDRO A/R ® PANEL GANG -NAIL QD CLIP A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or atter truss members or plate without prior approval of a professional.engineer. 15. Care should be exercised in handling, erection and installation of trusses. ©1993 Mitek Holdings, Inc. • A 4 - • - Job Iruss truss type OT40 H21, ROOF TRUSS umarussCo. a ifornia g(�'0 x g�gtA'm� a utnta a . Oty Ply R3618099 1 1 (optional) �2O1�Fi1' s Jul-► Ma ndustries, Inc.. Wed Aug1 6't-f-._f7_72� 2000—Page 1-3-2 ix$ A�2 _ Scale = 1:19.5 Io , LOADING (psf) SPACING- . 2-0-0 CSI DEFL in floc) I/dell PLATES GRIP TCLL 20.0 Plates Increase 1.25: TC 0.01 Vert(LL) --0.00 4 >999 :MI120 . 197/144" TCDL 10.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min I/dell = 360 Weight: 11 Ib LUMBER BRACING TOP CHORD .2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 1-3-2 oc purlins,, except end verticals. CHORD •2•X 4 SPF 1650F. 1.4E BOT CHORD Rigid ceiling directly applied or,10-0-0 oc bracing. . 'BOT WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 4=3910-5-8, 3=39/0-5-8 (Ib) - First Load Case Only TOP CHORD 1-4=-29, 1-2=0, 2-3=-29 ,FORCES BOT CHORD 3-4=0 WEBS 2-4=-0 NOTES Provide adequate drainage to prevent water ponding. '1) 2) This truss has been designed for a'10.0 psf bottom chord live load noncoricurrent with any other live loads per Table No. 16-B, UBC -97. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. ' LOAD CASE(S) Standard ' Q ROFESSIO SYONG NO. C040919 .� ' EXP 9-3 .t? CIV �P August 16,2000 A WARNING -Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual , uilding component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of- omponent is resporisibility of building designer — not truss designer. Bracing shown is for lateral support of Individual eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. ,. �� TM Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Duality Standard, DSB- ' 9 Bracing Specification, and HIB -91 Handling installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofric Drive, Madison, w) 53719 -... MiTek Industries, Inc. Symbols � Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/87-41' ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required 40,10 continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. J2 J3 J4 TOP CHORDS C2 C3 J5 zil ce C7 C6 BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA HUD/FHA ICBO SBCCI WISC/DILHR CO Eli 86-93, 85-75, 91-28 TCB 17.08 1591; 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane v at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. ,n., M1 MiTek Industries, Inc. �® TM HYDRO q/R LIP ® CPANEL 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grad_ e specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. , 13. Do not overload roof or floor trusses with stacks of construction material's. 14. Do not cut or alter truss members or plate without prior,approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses' - f ©1993'Mltek Holdings,lnc' 'r Job 01 Iruss Iruss type ` 4 uty Fly H2 3640 ROOF TRUSS 1 1 (optional) ��o..Califarnia ufR a x neu m 7=20—La�umt�a 9225 4 61 S s Jul _, 600 -Mi a �n use Inc. 11Veea t 61-1 ; 12-0-0 16 10 6 18-9 9 28-3-0 « X61-1 5-10-15 4-10-6 1-11-3 9-5-7 0.25 r1T ' 4.00 FI t ; 5x5 - 4x4 - - 5x5 ` 1.5x4 II 3x4 =• a 5 o 7 R3618096 - 314:17:13f00�aPge r. A Scale = 1:56.3 Ie II IV zi O r 3x4 - 3x4 - 3x4 - 3x4 3x4 - 6x8 - 9-1-3 1610-6 22-5-14 28-3-0 9-1-3 7-9-3 5-7-8 5-9-2 LOADING (psf) SPACING' • - 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL • 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.21 11-12 >999 M1120 197/144 • . _ 10.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.43 11-12 >625 'TCDL BCLL 0.0 . Rep Stress Incr YES WB 0.99 , Horz(TL) 0.04 8 n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min I/deft = 360 Weight: 120 Ib LUMBER BRACING TOP CHORD .2 X 4 SPF 1650F 1.4E 'Except' TOP CHORD Sheathed or 5-1-11 oc purlins, except end verticals. 2 X 6 DF No.2-G, 5-6 2 X 6 DF No.2-G BOT CHORD Rigid ceiling directly applied or•10-0-0 oc bracing, Except: IWEBS4-5 BOT CHORD 2 X 4 SPF 1650E -1.4E 5-9-8 oc bracing: 6-8. 2 X 4 SPF Std WEBS 1 Row at midpt 2-12, 5-8 r SLIDER Right 2 X 4 SPF Std 3-7-3 r REACTIONS (Ib/size) 12 = 857/0-5-8, 6 = 30/0-5-8,,,8 = 1343/0-5-8 Max Uplift6=-36711oad case 61 Max Grav 12=1229(load case 4), '6 = 382(load case 3), 8=1725(load case 3) FORCES (Ib) - First Load Case Only t TOP CHORD 1-12=-178, 1-2=-0, 2-3=-1407, 3-4=-1101, 4-5=-1182, 5-6=848 BOT CHORD 11-12=1197, 1,0-11 =1444, 9-10=569, 8-9=569, 7-8=-793, 6-7=-793 WEBS 2-12=-1334, 2-11 =293, 3-11 =-53, 3-10=-409, 4-10=-587, 5-10=1098, 5-8=-1835 c NOTES f - ` 1) Provide adequate drainage to prevent -water ponding. This truss has been designed for a 10.0 psf bottom, chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 12) 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 367 Ib uplift at joint 6. -• 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) This truss has been designed for a total drag load of 3640 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 28-3-0 for 128.8 plf. LOAD CASE(S) Standard ` t' t r ' FESSi ,c Q�iO CN'gl ONG NO. C049919 ' EXP 9-30!' CNI WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE AU9USt 16,2000 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual • { uilding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of s. omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual , eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MiTek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION 13/' Center plate on joint unless dimensions indicate otherwise. Dimensions are In Inches. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart PLATE SIZE The first dimension Is the width 4 x 4 perpendicular to slots. Second dimension Is the length parallel to slots. LATERAL BRACING Indicates location of required 40�11 continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. Numbering System. J2 J3 J4 TOP CHORDS cz M J5 ca c' c6 BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane U at joint locations, a 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade BOCA 86-93, 85-75, 91-28 specified. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 1591, 1329, 4922 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless SBCCI 87206, 86217, 9190 otherwise noted. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown., TM 13. Do not overload floor trusses with stacks of 'construction materia►s. ' 14. Do not cut or alter truss members or plate without MiTek Industries, Inc. prior approval of a professional engineer. 15. Care'should be exercised in handling, erection ® and installation of trusses! TM HYDRO A/R ® PANEL ©1993 Mitek Holdings, Inc 0-WAILCLIP Job OT40 -4-0-0 5-1-3 12-10-6 18-5-14 1 russ H3 i russ 1 ype ROOF TRUSS u�ma Truro. a i orf ni OfRarxlTorkm T2�La (amu 4-0-0 2'i-1 18-0-0 DEFL in (loc) I/deft 4-0-0 + 2-1-1 5-10-15 20.0 Plates Increase 1.25 TC 0.51 4 y 0.25.[T7, .. M1120 197/1441 r ' BC 0.49 1.5x4 II 1 3x4 = , 2 � BCLL 0.0 Rep Stress Incr, YES t Horz(TL) 0.02 . 8 n/a BCDL 10.0 r� Cn 1st LC LL Min I/defl = 360 ' Weight: 107 Ib 1117 except end verticals. 'TOP 4-5 2 X 6 OF No.2-G, 5-6 2 X 6 OF No.2-G ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: , 12 11 WEBS 2 X 4 SPF Std , 3x4 - 3x4 -. f 4x4 - Uty ly 3 1 4-261 9Fi1 s ul-]4 000-f 12-10-6 14-9-9 .1 4-10-6 1 1-11-3 4.00 r12 ' 5x5 - 5x5 - 5 R3618100 (optional) ' I e n ustnes, [Fc—.We 1-47"72-T-2-600Page 24-3-0 9-5-7 �. 1 t . Scale = 1:48.9 .10 9 3x4 - 3x8 = N h Q 8 7 - - 3x6 - 1.5x4 3x4 - -: -4-0-0 5-1-3 12-10-6 18-5-14 .24-3-0 4-0-0 5-1-3 7-9-3 5-7-8 5-9-2 0-1- Plate 16:0-1-4,0-1-81 LOADING (PSI) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP . 20.0 Plates Increase 1.25 TC 0.51 - •Vert(LL) -0.11 10-11 >999 M1120 197/1441 'TCLL TCDL 10.0 Lumber Increase 1.25 BC 0.49 Vert(TL) 0.24 10-11 > 924 BCLL 0.0 Rep Stress Incr, YES WB 0.69 Horz(TL) 0.02 . 8 n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min I/defl = 360 Weight: 107 Ib LUMBER 4 BRACING CHORD 2 X 4 SPF 1650F 1.4E "Except" TOP CHORD Sheathed or 6-0-0 oc purlins; except end verticals. 'TOP 4-5 2 X 6 OF No.2-G, 5-6 2 X 6 OF No.2-G ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: , BOT CHORD 2 X 4 SPF 1650F 1.4E i r ^• 6-0-0 oc bracing: 6-8. WEBS 2 X 4 SPF Std , SLIDER Right 2 X 4 SPF Std 3-7-3 f ' REACTIONS (lb/size) 12 = 735/0-5-8, 6 =196/0-5-8t 8 = 979/0-5-8 h FORCES (Ib) - First Load Case Only " A TOP CHORD 1-12=-58, 1-2=-0,•2-3=-803, 3-4=-1000, 4-5=-1075, 5-6=381 "* BOT CHORD 11-12=417, 10-11 =1040, 9-10=603, 8-9=603, 7-8=-356, 6-7=-356 ' WEBS 2-12=-753, 2-11 =538,21-11 =-344, 3-10=-49, 4-10=-552, 5-10=830, 5-8=-1292 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-6, UBC -97. '3) A plate rating reduction of 20% has been applied for the green lumber members. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASEIS) Standard QROFESSIOq�� . 4 0 �ONG • NO. C049919 ' .. EXP V-3 ' r CNI atJ. t . 0 August 16,2000 i A WARNING Verify design READ NOTES THIS ' - parameters and ON AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual ' uilding component'to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of Individual' { ' eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. aA Additional permanent bracing of the overall structure.is the responsibility of the building designer. For general guidance .. regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- jai 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, wl 53719 1 MTek Industries, Inc. , Symbols ca % PLATE LOCATION AND ORIENTATION 13/' ' Center plate on joint unless Z dimensions indicate otherwise. Dimensions are in inches. Apply c' ca plates to both sides of truss and securely seat. 0 c O x U a O ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots In connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 ca % J5 Z ca c' ca BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOC:A 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40,10 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N �� im BEARING am[ Indicates location of Joints at which bearings (supports) occur. MiTek Inclusl 11e5, Inc. WM ® PANEL HYDRO A/R ® CLIP OANCrNAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1, Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 199'. at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflecflon. 8. Plate type, size and location dimensions shown Indicate rninimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do_not overload r'oof or floor trusses with stacks of construction materials:'% 14. , Do not cut or atter truss members or plate without prior approval of a professional engineer. 15.; Care should be exercised in handling, erection :and,i_nstallation of trusses: - ©1993 Mitek Holdings, Inc. ;v-/ Job I russ I russ I ype tlty F'ly R3618079I OT40 H-3120 ROOF TRUSS 1 1 (optional) um Co.i orf nia Dli o x OrA 'm 7=20,�La Qumia �9�253 4. 01 SF�1 s JuI 1- 0�0 IGfi e n ustnes, Inc. Wed Aug6-14 M-.-477000-a�1 8-2-8. 16-5-0 ' 82Y8 828, ._.s 0.25 r12- • � Scale = 1:33.0 r ' 3x4' I I 4x6 = 4x6 - 2 3 '? cn 8 rl L, 5 ' 1.5x4 II 49 - 1.5x4 II ,• i ' ( 8-2-8 } 16-5-0 I 8-2-8 8-2-8 LOADING (psf) SPACING •2-0-0 CSI DEFL in' (loc) I/dell • PLATES GRIP . TCLL 20.0 Plates Increase 1.25 TC 0.42 _ Vert(LL) -0.14 5'6 >999 M1120 197/144 '-CDL 10.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.28 5-6' > 695 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.00 4 ` n/a BCDL 10.0 Code jUBC97/ANS195 r ' `1st LC LL Min I/deft = 360 Weight: 81 Ib / LUMBER BRACING TOP CHORD 2 X 6 DF No.2-G TOP CHORD Sheathed or 5-2-13 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E ' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. ' WEBS 2 X 4 SPF Std 'Except` WEBS 1 Row at midpt 1-5, 3-5 1-5 2 X 4 SPF 1650F 1.4E, 3-5 2 X 4 SPF 1650F 1.4E REACTIONS (Ib/size) 6=645/0-5-8, 4=645/0-5-8 Max Uplift6 = -96(load case 5), 4=-33(load case 6) J- + Max Grav 6=1225(load case 4), 4=1161(load case 3) ` FORCES (Ib) - First Load Case Only TOP CHORD .1-6=-564, 1-2=-902, 2-3=-902, 3-4=-564 BOT CHORD 5-6=-0,4-5=0 + WEBS 1-5=951, 2-5=-484,.3-5=964 r ' NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. ' 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 Ib uplift at joint 6 and 33 Ib uplift at joint 4. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) This truss has been designed for a.total drag load of 3120 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-5-0 for 190.1 plf. ' LOAD CASE(S) 'Standard OQROFESSIp� ONG y� ' NO. C440919 ' r EXP 91 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Au96st 16,2000 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual uifding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of - omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual ab members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. t Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Ouallty Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719 MITek Industries, Inc. Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/, ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. /8" —► 1/84 ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. J2 J3 J4 TOP CHORDS cz ca joint and embed fully. Avoid knots and wane J5 at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) t 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of C8 c7 a BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND.THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO SBCCI WISC/DILHR H 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N Failure to Follow Could Cause Property. Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each . other. o 1 3. Place plates on each face of truss at each 0 joint and embed fully. Avoid knots and wane at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. �65 - wal MiTek Industries, Inc. G PANEL TM HYDRO Al ® CLIP 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or after truss members or plate without prior approval of a professiorial engineer. 15. Care should be. exercised in handling, erection and installation of trusses. ' ' �•' rr' ©1993 Mitek Holdings, Inc. 'r Job Truss Truss Type Qty Pty 9-11-8 16-2-6 16-„3-0 21-1-6 26-8-14 32-0-8 R3618101 LOT40 1-14-2800 ROOF TRUSS 1 1 LOADING (psf) SPACING .2-0-0 , TCLL 20.0 Plates Increase 1.25 CSI TC 0.50 DEFL in. (loc) I/defl Vert(LL) 12-13. >999 PLATES M1120 GRIP o tional Yuma I russ GO. Gaworma , La uma t a azzos' - , 4.zul bKl s Jun z3 zuuu MI I eK mqusmes, Inc. vveq Aug lb 14:4J:4a zuuu rage 1 9-11-8 16-3-0 21-1-6 23-0-9 , 32-D-8 9-11-8 6-3-8*• 4-10-6 1-11-3 B-11-15 i- .m F1 ~ ba = slz = e '. a II .10 = SN = h = 1.U. \\ - A WARNING - Verify design parameters'and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16,2000 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of _ - component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual r web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector: Im Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance - regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719• MiTek Industries, Inc. _ I 9-11-8 16-2-6 16-„3-0 21-1-6 26-8-14 32-0-8 9-11-8 6-2-14 0-0-10 4-10-6 5-7-8 5-3-10 Plate Offsets (X,Y): [7:0-15,0-1-10J14:0-3-10 ' LOADING (psf) SPACING .2-0-0 , TCLL 20.0 Plates Increase 1.25 CSI TC 0.50 DEFL in. (loc) I/defl Vert(LL) 12-13. >999 PLATES M1120 GRIP } -0.05 197/144 , TCDL 10.0 Lumber Increase 1.25 •+ BC 0.33 Vert(TL) -0.10 12-13 >999 8CLL. 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.01 9 ' n/a BCDL , 10.0 Code UBC97/ANSI95 4 1st LC LL Min I/defl = 360 Weight: 143 lb ' LUMBER - Y BRACING TOP CHORD 2 X 4 SPF 165OF 1AE *Except* .1 TOP CHORD. Sheathed or"-0-oc purlins, except end verticals. 55 2 X 6 DF No.2-G, 6-7 2 X 6 DF No.2-G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1.4E WEBS 1 Row at midpt 4-14 1 WEBS 2 X 4 SPF Std I it ' SLIDER Right 2 X 4 SPF Sid 3-3b � YI REACTIONS (Ib/size) 16=345/0-5-8, 7=204/Mechanical, 14=1157/05-8, 9=846/0-5-8 Max Uplift 7=-156(load case 6) - - Max Grav 16=516(load case 4), 7=465(load case 3), 14=1235(load case 4), 9=1072(load case 3) FORCES (Ib) - First Load Case Only ' TOP CHORD 1-16=-296,1-17=0, 1-2=404, 2-3=283, 3-4=283,'4-5---742, 5.6=-877, 6.7=324 _ , BOT CHORD 15-16=-0, 14-15=404, 13-14=61; 3.14=-338, 12-13=0, 11-12=816, 10-11=512, 9-10=512, 8-9=302, 7-8=-302 WEBS 2-14---728,12-14=753, 4-14=-1081,-4-12=30; 512=-86, 5-11=-441, 6-11=638, 6-9=-1097, 2-15---42.1-15=428 ' NOTES a ' 1) Provide adequate drainage to prevent water ponding. - 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. - 4) Refer to girder(s) for truss to truss connections. , 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 Ib uplift at joint 7. ' 6) This truss has been designed with ANSI/TPI 1-1995 criteria. , ' 7) This russ has been designed for a total drag load of 2800 Ib.. Connect truss to resist drag loads along bottom chord from 0-0-0 to 32-M for 87.4 plf. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. } a fESS10 - ,• ' - LOAD CASE(S)' StandardONG ,a ,_D yG �2 r NO. C049919 EXP 9 C A WARNING - Verify design parameters'and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16,2000 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of _ - component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual r web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector: Im Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance - regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719• MiTek Industries, Inc. _ I Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots In connector plates. 'For tabular plating format refer to the MITek/Gang-Nail Joint/Plate Placement Chart 0 CLI O x U a 0 J2 J3 J4 TOP CHORDS C2 CONNECTOR PLATE CODE APPROVALS J5 The first dimension Is the width ZC3L perpendicular to slots. Second BOCA IN �`' U Fce e HUD/FHA BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension Is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 8..575, 91-28 dimension Is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4011, continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. Q: 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane M: at joint locations. a- 0 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. �� TM BEARING M! Indicates location of joints at which bearings (supports) occur. MITek Industries, Inc. ® TMPANEL C HYDRO A/R ® LIP GANG -NAIL 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload.'oof or floor trusses with stacks of construction material§r.* 14. Do ncut or alteb truss e otrrlrs or plate without prior approval of a professional engineer. 15. Care should be exercised h',handling, erection and installation of trusses ',; =3 .. 1. ;..� ©1993 Mitek Holdings, Inc. �� �� ob Truss truss Type Uty Ply a51 to Of sets MY): [1:0-5-9,0-2-0], - ' SPACING 2-0-0" CSI DEFL in (loc) I/deft PLATES GRIP t TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.26 13-14 >999 M1120 197/144 R3618102T Lumber Increase 1.25 BC 0.89 JOT4.0 H5 ROOF TRUSS WB 0.63 4 1 BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 133 lb LUMBER' BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E 'Except' TOP CHORD Sheathed or 3-5-2 oc purlins, ' except end verticals. 4-5 2 X 6 DF No.2-G, 5-8 2 X 6 DF No.2-G BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1.4E 'Except' WEBS 1 Row at micipt .2-13,5-10 6-9 2 X 8 OF No.2-G (optional) WEBS 2 X 4 SPF Std 'Except' 15-16 2 X 4 SPF 1650F 1.4E, 1-14 2 X 4 SPF 1650F 1.4E r uss o. all7orn a uf�� x g�OfA'm �=2Z> a wnta a 92253 4—�61—SEPI s u aa�Mt ek Industries, n—I c. Wei�Aug T�ia:17:25 Page .8-2-9 1s-3-0 21-1-6,- 23-0-9 27-0-4 32-0-8 ' 8-2-9 8-0-7 1 i 4-10-6 1-11-3 3-11-11 1 5-0-4 Scale = 1:65.0 BOT CHORD 14-15=-1000, 13-14=1814, 12-13=1700, 11-12=1700, 10-11=-518, 9-10=33, 6-10=-145, 8-9=-1506 WEBS 1-14=2876, 2-14=-455, 2-13=-117, 3-13=174, 3-11 =-1206, 4-11 =-873, 5-11 =1841, 5-10=-2529 ' NOTES I Provide adequate drainage to prevent water ponding. _ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, `0.25Ff2- 4.00r1-2 A plate rating reduction of 20% has been applied for the green lumber members. 1 '3) 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 5x6 = , i ' QROFESSIO�! 4x8 = 5x5 = -5 4x9 = 3x4 = Y , 2 3 - 4 3x4 II CIV CN ' rn 0 16 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE 6 uilding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of N OD eb members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. - r Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance 7 8 regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- Al _ 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MiTek Industries, Inc. 0) p o. 15 14 13 12 11 0 3x6 II 5x6 = 3x6 = 3x4 = g 4x6 II 3x10 = 3x4 II 4x4 8-2-9 16-3-0 21-1-6 26-9-4 27-0-4 32-0-8 ' 8-2-9 8-0-7 4-10-6 5-7-14 0-3-0 5-0-4 a51 to Of sets MY): [1:0-5-9,0-2-0], - SPACING 2-0-0" CSI DEFL in (loc) I/deft PLATES GRIP t TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.26 13-14 >999 M1120 197/144 11OADING,lpsf) TCDL 10.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.58 13-14 >562 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.02 10 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 133 lb LUMBER' BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E 'Except' TOP CHORD Sheathed or 3-5-2 oc purlins, ' except end verticals. 4-5 2 X 6 DF No.2-G, 5-8 2 X 6 DF No.2-G BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1.4E 'Except' WEBS 1 Row at micipt .2-13,5-10 6-9 2 X 8 OF No.2-G WEBS 2 X 4 SPF Std 'Except' 15-16 2 X 4 SPF 1650F 1.4E, 1-14 2 X 4 SPF 1650F 1.4E r ' 5-11 2 X 4 SPF 1650F 1.4E J SLIDER Right 2 X 4 SPF Std 2-2-5 REACTIONS (Ib/size) 15 =1006/0-5-8, 8 = O/Mechanical, 10 =1545/0-5-8 Max Horz 15=1305(load case 1), 8=-1305(load case 1) ' Max Grav 15 =100611oad case 1), 10=1545(load case 1) FORCES IIb) - First Load Case Only TOP CHORD 1-15=-909, 1=16=0, 1-2=-3124, 2-3=-3010, 3-4=-1901, 4-5=-2088, 5-6=1471, 6-7=300, 7-8=233 BOT CHORD 14-15=-1000, 13-14=1814, 12-13=1700, 11-12=1700, 10-11=-518, 9-10=33, 6-10=-145, 8-9=-1506 WEBS 1-14=2876, 2-14=-455, 2-13=-117, 3-13=174, 3-11 =-1206, 4-11 =-873, 5-11 =1841, 5-10=-2529 ' NOTES I Provide adequate drainage to prevent water ponding. _ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. A plate rating reduction of 20% has been applied for the green lumber members. '3) 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. ' LOAD CASE(S) Standard i QROFESSIO�! ONG NO.' 0049919. - EXP, 9- CIV CN A AU9USt 16,2000 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual uilding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of " omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual' eb members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. - r Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MiTek Industries, Inc. Symbols c3 PLATE LOCATION AND ORIENTATION ,*]J5 13/, ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply �y � plates to both sides of truss and c7 co securely seat. 1/8� 0 c O M U CL O ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 c3 ,*]J5 N �y � ce c7 co BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. ti u PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40,10 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING wows Indicates location of joints at ama which bearings (supports) occur. MITek Industries, Inc. ® TM PANEL HYDRO A/R ® CLIP GANG -NAIL A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload -roof or floor trusses with stacks of construction materials' `► t' ` e. 14. Do not cut or after truss members or plate without prior approval ofbprofessional engineer. _ s : i'� } is 15. Care should be exercised in In erection and installation .of trusses. . 01993 Mitek Holdings, Ince :r r moi: - Job I russ 1 russ type + Qty Ply , r R3618103 OT40 H6 ROOF TRUSS 3 1 + (optional) IYUm—a - Truss Co. Californ__ia' a( 0 x gqur$'m-_ 2ZJ,-La Uinta C -59-215T-472-0-1 �Fi1 s JT1- 60Mi ek Inc ustries, l g. Wed- - gI4�736-2060 Page 1 • 7-10-10 15-5-12 1¢3 0' 23-9-6 " 32-0-8 33-G Orr , 3 +7-10-10 7-7-z 6-9-4 7-6-6 8-3-2 Scale = 1:65.1 �T 0.25 FU .` ' 1.5x4 .e il 516 II 324= ,34' 13x5= r 66 ,3 I I� 0 8x10>�- ' 12 - 11. '. 4x4 II 3x6 - 9 8 7 , 3x8 II 3x12 - I 4x4 11 r 7-10-10 15-2-12 15-P,12 23-9-6 32-0-8 3Z F;-0. 1 { 7-10-10 7-4-2 04-0 8-3-10 8-3-2 - 0-5-8 Plate Offsets ,Yi-1 ge ,g�3-8] 1 0--3---M, Edge) LOADING (psf) SPACING".4 2-0-0- _ CSI : 4DEFL in (loc) I/defl' PLATES GRIP - TCLL20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.08 7-8 >999 M1120 197/144 TCDL. C 10.0 ' Lumber Increase 1.25 BC 0.41 r Vert(TL) =0.17 11-12 >999 BCLL 0.0. Rep Stress Incr ' YES WB 0.81 Horz(TL) .0.02 7 n/a + ' BCDL '. 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft- 360 Weight: 131 Ib LUMBERBRACING TOP.CHORD 2 X 4 SPF 1650F .1'4E ` TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F•1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing., WEBS 2 X 4 SPF Std 'Except•.-- WEBS Y 1 Row at midpt 2-10, 5-10 • r 12-13 2 X 4 SPF 1650F 1.4E, 6-7 2 X 4 SPF 1650F 1.4E - - - (Ib/size) 12 = 536/0-5-8, 7 = 571 /Mechanical, 10 =1433/0-5-8 'REACTIONS FORCES (Ib) - First Load Case Only <' ' TOP CHORD 1-12=-448, 1-13=0; 1-2=-1108, 2-3=403, 3-4=417, 4-5=427, 5-6=-841, 6-7=-485 H BOT CHORD 11-12=243, 10-11=1103, 9-10=86; 3-10=-508, 8-9=47, 7-8=146` WEBS 1-11 =880, 2-11 =-56, 2-10=-1544, 8-1rr0=795, 5-10=-1292, 5-8=-175, 6-8=728 + NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a'10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, i UBC -97. 3)" Refer to girder(s) for truss to truss connections. + ' ' 4) This truss has been designed with ANSI/TPI, 1-1995 criteria. 5) Design assumes 4x2 (flat orientation) purlins,at oc spacing indicated, fastened to truss TC w/ 2-10d nails. ♦ 1 M LOAD CASE(S) Standard �� ' t 71 `. OQ�pfESS10AIq! ONG yU FyOi h�Q� W r � NO. 0049919, EXP 9- CIV 1 August 16,2000 A WARN/NC - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE s t Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual • i building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual r 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 guidance fabrication, quality control, storage, delivry, erection, and bracing, consult OST -88 Quality Standard, DSB- _ 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss ,regarding Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MTek Industries, Inc. _ ." ,, Symbols C3 PLATE LOCATION AND ORIENTATION J5 13/, ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and y� securely seat. 1/8, 1/8 1 0 �y c O ca x U a O ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 C3 J5 NC8 y� 3 �y 8 C7 ca BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane U: at joint locations. a- 0 R 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second ROLA 86-93.85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 401:10 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N �� ne BEARING M1 Indicates location of joints at which bearings (supports) occur. MiTek Indus♦ Ds, Inc. TM HYDRO A/R ® IP LPANEL C GANG -NAIL 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. -r, 13. Do not overload roof or floor trusses with stacks of construction materials 14.:Do not cut or after truss 'members or plate without prior approval of a professiorial engineer. 15. tCare should be exercised in handling, erection and installation of trusses*.' a, ©1993 Mitek Holdings, Inc�...' t F - r_ Job OT40 Y— Iruss truss I ype Uty Fly 8-8-10 Yi-W. Edge, - ge (psf) SPACING 2-0-6 „ CSI R3618105. < PLATES , GRIP •' H7 ROOF TRUSS TC 0.65 3 1 'LOADING TCDL 10.0 Lumber Increase 1.25 BC 0.41 'Vert(TL) '0.21 7-8 >952 BCLL 0.0 Rep Stress Incr YES ` (optional) Horz(TL) 0.02 7 n/a ss Co. CalTorti nia •O�x Oggf<T'm 1=20—La u tta X92-253-4-261 SR1 s Jul R4 6TW e Industries, Inc. aAug ifi 14:17 6 660 age Weight: 132 Ib . s BRACING TOP CHORD 2 X 4,SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. ,LUMBER 7-10-10 15-5-12 1¢3;0 23-9-6 3216-0' ) t 7-10-10 + 7-7-2.. , , 0-9-4 '. 7-6-6 <&8-10 ' REACTIONS (Ib/size) 12 = 533/0-5-8, 7 = 589/0-5-8, 10 =1454/0-5-81 " Scale = 1:66.0 .. FORCES Iib) - First Load Case Only d y , TOP CHORD 1-12=-445, 1-13=0, •1-2=-1097, 2-3=424, 3-4=442, 4-5=451, 5-6=-889, 6-7=-497 - BOT CHORD 11-12=243, 10-11 =1092, 9-10=85, 3-10=-505, 8-9=47, 7-8:=.168 - WEBS 1-11 =870, 2-11 =-54', 2-10=-1555, 8-10=842, 5-10=-1365, 5-8=-172, 6-8=750 0_.25 rf2- - f 1.5x4 I I • ' 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B; 4x4 UBC -97. e , l . + `' 5x6 11 `' - 3x43 d ; x6 3x6 = 6x6 6 12 11 8x10 - - 4x4 11 3x6 - . 9 8 3x8 II 3x12' - 7 4x4 I I, + 7-10-10 + 15-2-12 15-r5,-12 23-9-6 { 32-6-0 I kateO_ffsets`JX 7-10-10 7-4-2 04-0 8-3-10 8-8-10 Yi-W. Edge, - ge (psf) SPACING 2-0-6 „ CSI DEFL in floc) I/defl < PLATES , GRIP •' TCLL 20.0 =Plates Increase 1.25 TC 0.65 'Vert(LL) 0.10 7-8. >999 'M1120 197/144 + 'LOADING TCDL 10.0 Lumber Increase 1.25 BC 0.41 'Vert(TL) '0.21 7-8 >952 BCLL 0.0 Rep Stress Incr YES ` WB 0.81 Horz(TL) 0.02 7 n/a BCDL •"10.0 Code VBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360 Weight: 132 Ib . s BRACING TOP CHORD 2 X 4,SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. ,LUMBER BOT CHORD 2 X 4 SPF 1650F 1.4E ' k BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - WEBS 2 X 4 SPF Std *Except*, WEBS 1 Row at midpt 2-10, 5-10 r 12-13 2 X 4 SPF 1650F 1.4E, 6-7 2 X 4 SPF 1650F 1.4E REACTIONS (Ib/size) 12 = 533/0-5-8, 7 = 589/0-5-8, 10 =1454/0-5-81 FORCES Iib) - First Load Case Only d y ,} . ...,• `-: TOP CHORD 1-12=-445, 1-13=0, •1-2=-1097, 2-3=424, 3-4=442, 4-5=451, 5-6=-889, 6-7=-497 - BOT CHORD 11-12=243, 10-11 =1092, 9-10=85, 3-10=-505, 8-9=47, 7-8:=.168 - WEBS 1-11 =870, 2-11 =-54', 2-10=-1555, 8-10=842, 5-10=-1365, 5-8=-172, 6-8=750 ' 'NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B; UBC -97. e , l . + `' This truss has been designed with ANSI/TPI 1-1995 criteria.��. '3) 4) Design assumes 4x2 (flat orientation) purlins at oc ;spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard y ROfESS10 • r 1 ONG yG �ti0 - E0- 3 August 16,2000 4 WARNINGVerify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE er 2 Design valid foruse only with MiTek connectors. This design is based'onlyupon parameters shown, and is for an individual oilding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of mponent is responsibility of building designer — not truss designer.' Bracing shown is for lateral support of individual' b members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector.�� na 0 Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance Y regarding,fatirication; quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss " late Institute, 583 D'Onofrio Drive, Madison, WI 53719 'MiTek Industries,. Inc. . . Symbols PLATE LOCATION AND ORIENTATION 1 3/, ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8" 4 ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nail Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. Numbering System J2 J3 J4 TOP CHORDS cz J5 ZC3 L. .�h U ce BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO SBCCI WISC/DILHR C M 1591, 1329, 4922 87206, 86217, 9190 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane v at joint locations. a 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. all MiTek Industries, Inc. OPANEL TM HYDRO A/R ® CLIP 7. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. r ' •k 13. Do not overload'roof,;or floor trusses with stacks of construction materials. -_.'t 14. Do not cut or alter truss members or plate without p for approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses.' " ©1993 Mitek Holdings, Inc:"' Job Iruss Iruns Iype r Uty Fly R361 81 04 - -f OT40 H7-2475 ROOF TRUSS ;; 1 1 (optional) umY a Truss Co. Ca6fomta aWb x ggg m 7 = 2aTOuinta Ca 9�'f5��4-261 si s uta 06 I e n us�)rries, Inc. Wed-Augi fi 14:1737U660 --Page ' 7-10-10 15-5-12 1¢30 23-9=6 32-6-0 v 7-10-10 7-7-2 0-9-4 7-6-6 8-B-10 Scale = 1:66.0 •i - • 4 ' 0.25 rf2- _ * 1.5x4 II , 4x4 — 3x10 - , , 3x4 - 3 4 3x6 6x6 - • 2 � 5 6 ' 0 13 - P N CO M1 r t•p O M 12 11 8x10 - 0 4x4 II 4x10 - 9 8 7 3x8 II 6x16 - 4x4 II ; 7-10-10 1. 15-2-12 15-5A-12 23-9-6 32-6-0 7-10-10 7-4-2 04-0 B-3-10 8-8-10 Plate sets,q): [1:00--6-8,6-1-81-[9:E ge, - - :0- - ge LOADING_ (psf) SPACING` y 2-0-0 "4 CSI - DEFL in floc) I/deft ,t PLATES GRIP 'TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 10.11 7-8 >999 M1120 197/144 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.22 7-8 >920 BCLL 0.0 Rep Stress Incr YES A WB 0.77 Horz(TL) 0.03 7 n/a . BCDL - 10.0 Code UBC97/ANS195 (Matrix) list LC LL Min I/deft = 360 Weight: 132 Ib BRACING,LUMBER TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 4-11-7 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Std 'Except' _ WEBS 1 Row at midpt 2-10, 5-10, 6-8 12-13 2 X 4 SPF.1650F 1.4E, 6-7,2 X 4 SPF 165OF 1.4E 2-10 2 X 4 SPF 1650F 1.4E, 5-10 2 X 4 SPF 1650F 1.4E REACTIONS (lb/size) 12 = 524/0-5-8, 7=581/0-5-8; 10=1471 /0-5-8 4 Max Grav 12=680(load case 4), 7=813(load case 3), 10=1547(load case 4) , t FORCES (Ib) - First Load Case Only TOP CHORD 1-12=-437, 1-13=0, 1-2=-1064, 2-3=494, 3-4=511, 4.5=520, 5-6='866, 6f7=-489 . t 'BOT CHORD 11-12=241, 110-1111=11059, 9-10=85, 3-10=-507, 8-9=49, 7-8=168 t, WEBS 1-11 =838, 2-11 =-45, 2-10=-1593, 8-10=817, 5-10=-1412, 5-8=-161, 6-8=727 NOTES 1) Provide adequate drainage to prevent water ponding., , 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) This truss has been designed with ANSI/TPI1-1995 criteria. " 4) This truss has been designed for a total drag load of 2475 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 32-6-0 for 76.2 plf. ` , 5) Design assumes 4x2 (flat orientation) purlins at -oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. ' LOAD CASE(S) Standard' Y r 0�OFESS10 -t�0 �DONGFti� .. - rjo. c049919 EXP 9-' 4 4 J?q CI ; A WARNING -Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE AU9LISt 16,2000 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of - omponent is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. mrlatAdditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidancEll regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- teteSpecification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss ., te Institute, 583 D'Onofrio Drive, Madison, WI 53719 MTek Industries, Inc.. . . Symbols PLATE LOCATION AND ORIENTATION 13/' ' Center plate on joint unless dimensions Indicate otherwise. Dimensions are In inches. Apply plates to both sides of truss and securely seat. 1/8� 'For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicates location of required 401�� continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. Numbering System J2 J3 J4 TOP CHORDS cz C3 J5 L. 8 FL ce c7 C6 BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 66-93, 85-75,91-28 HUD/FHA TCB 17.08 ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane M at joint locations. a- 0 0 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. �� ,M Ell MiTek Industries, Inc. TM ® PANEL HYDRO A/R ® CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials\ , 14. Do not,cut or aftertruss members or plate without prior approval of a professional engineer. 15. Care should be exercised In handling, erection and installation of•trusses`.� ©1993`Mitek Holdings, Inc./ Uty Job I russ truss type Fly R3618106- I� OT40 H8 ROOF TRUSS 1 1 1 1 r _ (optional) umY—a rT uss—Co. Ali orf nia-UM'ulx Ucg m — a wnta C�S2�5�4.2751 M s Jul 14 OO�W, a i2ustnes, Inc. We ug :TT27 1 6-3-3 12-7-4, 13-5-2, r I 6-3-3 6 4-1.1 ` Af -0414 1 r t 0.25 r12 ,h � Scale = 1:25.2 4 IX 3x4 = 3x4 - 1x4 II 1 7 ,., , 22 c 3 N I? N ' 171 M 1 � O ' 5 1 1.5x4 II : 3x8 - 1.5x4 II 6-3-3 12-7-4 13-5-2 6-3-3 6-4-1 0-9-14 LOADING (psf) SPACING y 2-0-0- CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase -1.25 - TC 0.43 Vert(LL) -0.05 .4-5 >999 M1120 197/144- TCDL 10.0 0.0 Lumber Increase 1.25 Rep Stress Incr YES BC 0.31 WB 0.48 -Vert(TL) -0.11 4-5 >999 Horz(TL) - -0.00 4, n/a IBCLL BCDL 10.0 Code UBC97/ANSI95 list LC LL Min I/deft = 360 Weight: 48 Ib LUMBER '. BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2X 4 SPF 1650E 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS' 2 X 4 SPF Std , REACTIONS (Ib/size) 6=493/0-5-8, 4=493/0-5-8 - First Load Case Only TOP CHORD 1-6=-431, 1-7=0, 1-2=-825, 2-3=-825, 3-4=-431 ,FORCES'Ilbl BOT CHORD 5-6=-0, 4-5=0 1 WEBS 1-5=856, 2-5=-369, 3-5=865 NOTES 1) Provide adequate drainage to prevent water ponding. 1 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcur`ent with any other live loads per Table No.`16-B, UBC-97. 1 ; 3) This truss has been designed with ANSIrTPI 1-1995 criteria. 4) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 1 LOAD CASE(S) Standard r QROFESSIO� �pONG. ty NO. C049919 EXP 9- � • r , { August 16,2000 WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upowparameters shown, and is for an individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of - - omponent is responsibility of building designer -not truss designer. bracing shown is for lateral support of individual eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. rM Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance ' regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST-88 Quality Standard, DSB- 9 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, w1 53719 MiTek Industries, Inc.. Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8^ 1/84 For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart 0 c O x U CL O J2 J3 J4 TOP CHORDS C2 ca The first dimension is the width J5 4 X 4 perpendicular to slots. Second BOcA 86-93, 85 75, 91-28 dimension is the length parallel to slots. �y e C8 c7 ce Indicates location of required BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width U 4 X 4 perpendicular to slots. Second BOcA 86-93, 85 75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4011, continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. c 1 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane U at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. mimeIm Mi' ek Industries, Inc. ® PANEL TM HYDRO A/R ® CLIP 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. ter- - t 13. Do not overload roof or floor trusses with stacks of construction materials. 14. Do not cut or atter truss members or plate without prior approval of a professional engineer. 15. Care should be exercised in handling, erection and installation of trusses.- @11993 russes.©1993 Mitek Holdings, Inc. `J 1 ! n� Iruss 11russ type H9 ROOF TRUSS o. Califomta' Uf�`0 x Dgg(A'm ; 207Ca Bair 5-8-9 5-8-9 5-8-9 J 11-5-2 3x4 " 7 5-8-9 1. t o `r 4-10-11 0-9-14 LOADING •• SPACING 2-0-0• — CSI N in (loc) , co GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 O =0.03 5-6 uty Fly 133618107•I 1 1 (optional) SR1 s Jul f- 060 Wh a cf Industne— s, Inc. Wei—moi- Page 10-7-4 11-5-2 4-10-11 0-9-14 s 0.25 r1 T ' `Scale = 1:21.6 1 5x4 I I 3x4 - 1.5x4 ii 3x8 = 1.5x4 11 LUMBER j 1 BRACING .'. TOP CHORD '2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. ,BOT CHORD 2.X 4 SPF 1650F *1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 6=413/0-5-8, 4=413/0-5-8" J , T; (lb) - First Load Case Only,FORCES TOP CHORD 1-6=-357, 1-7=0, 1-2=-578, 2-3=-578, 3-4=-365 BOT CHORD 5-6=-0,4-5=0 r WEBS 1-5=605, 2-5=-309, 3-5=624'. NOTES '1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. ?' 4) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. ' LOAD CASE(S) Standard 5-8-9 r 10-7-4 11-5-2 5-8-9 1. 4-10-11 0-9-14 LOADING (psf)' SPACING 2-0-0• — CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) =0.03 5-6 >999 M1120 197/144•• , TCDL 10.0 0.0 Lumber Increase Rep Stress Incr 1.25.. YES BC 0.22 WB 0.35 Vert(TL) Horz(TL) =0.07 =0.00 5-6 4 >999 n/a 'BCLL BCDL 10.0 Code UBC97/ANS195 1st LC LL Min I/defl = 360 Weight: 42 Ib LUMBER j 1 BRACING .'. TOP CHORD '2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. ,BOT CHORD 2.X 4 SPF 1650F *1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS 2 X 4 SPF Std REACTIONS (Ib/size) 6=413/0-5-8, 4=413/0-5-8" J , T; (lb) - First Load Case Only,FORCES TOP CHORD 1-6=-357, 1-7=0, 1-2=-578, 2-3=-578, 3-4=-365 BOT CHORD 5-6=-0,4-5=0 r WEBS 1-5=605, 2-5=-309, 3-5=624'. NOTES '1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. ?' 4) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. ' LOAD CASE(S) Standard QaOFESS10A4q� �pONG Y Fti�i No. C049919 f * EXP 9-3 ' CIV �P ` August 16,2000 A WARNING • Verify design.Rarameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be installed and loaded vertically; Applicability of design parameters and proper incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb 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'guidance� regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719 Mirek Indust s, Inc. , r QaOFESS10A4q� �pONG Y Fti�i No. C049919 f * EXP 9-3 ' CIV �P ` August 16,2000 A WARNING • Verify design.Rarameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual uilding component to be installed and loaded vertically; Applicability of design parameters and proper incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb 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'guidance� regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719 Mirek Indust s, Inc. , Symbols PLATE LOCATION AND ORIENTATION 13/, ' Center plate on joint unless dimensions Indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8" 1/84 For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart PLATE SIZE The first dimension Is the width 4 x 4 perpendicular to slots. Second dimension Is the length parallel to slots. LATERAL BRACING Indicates location of required 4010 continuous lateral bracing. BEARING Indicates location of joints at which bearings (supports) occur. 0 c O U a R Numbering System J2 J3 J4 TOP CHORDS C2 C3 MITek Industries, Inc. J5 Tee ® HYDRO �1/R ® GANG -NAIL PANEL CLIP 3 u ca c7 c6 BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. CONNECTOR PLATE CODE APPROVALS BOCA 86-93, 85-75, 91-28 HUD/FHA TCB 17.08 ICBO 1591, 1329, 4922 SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane M at joint locations. Q. R 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. M! TM MITek Industries, Inc. Tee ® HYDRO �1/R ® GANG -NAIL PANEL CLIP 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requiremenls. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload. roof or floor trusses with stacks of construction me rials.. 14. Do not'cut or alter truss members or plate without pr for approval of a professional engineer. 15. Care should be exercised ;i6' handling, erection and installation of trusses!',' ©1993 Mitek Holdings, Inc:, jj Iruss truss type t `r Uty NI Y R3618108 I-� OT40 SKY ROOF TRUSS ;'': 1 1 ' '(optional) u�ma Truss Co. a rfoinia OrIx�Ocl]f$'m L1=20: > a Qumta C --M51— .2O�SR s Tr X60 Mie Industries. nc. a Au�Io 6 14:17:28 2660�aae 1 4-0-0 4-0-0 3x4.- 1.5x4 II} t 1 2 Scale = 1:15.3 f y 1 Af r C? •: t N 1 • F' 4 5 3 ' ' 1:5x4 II 3x4 - 400 ' 4-0-0 LOADING (psf) SPACING, 2-0-0 CSI DEFL in floc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.02 3-4 >999 M1120 t 197/144 r TCDL —1100 Lumber Increase 1.25 BC 0.31 Vert(TL) . -0.05 3-4 >928 BCLL 0.0 �BCDL Rep Stress Incr. NO WB 0.00 Horz(TL) 0.00 3 n/a 10.0 Code UBC97/ANS195 (Matrix) list LC LL Min I/deft = 360 r, Weight: 17 Ib ` LUMBER' BRACING J TOP CHORD 2 X 4 SPF 1650F 1.4E TOP CHORD Sheathed or 4-0-0 oc'purlins, except end verticals. BOT -CHORD 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 2 X 4 SPF Std ` REACTIONS (Ib/size) 4=220/Mechanical, 3=215%Mechanical ; r FORCES (Ib) - First Load Case Only r TOP CHORD 1-4=-11'1, 1-2=0, 2-3=-111 BOT CHORD 4-5=-0, 3-5=-0 WEBS 1-3=0 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. ,1'6-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. , 5) Special hangerls) or connection(s) required to support concentrated load(s) 138.01b down at 1-11-4 on bottom chord. Design ' for unspecified connection(s) is delegated to the building designer. ' `f r LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-2=-60.0, 3-4=-20.0 Concentrated Loads (lb) « Vert: 5 =-138.0 ONG s - NO. C049919 t • * _ EXP,9-3 CNI� REQ' WARNING, Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE s August 16,2000 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual - ' uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of •s' omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual• eb 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 guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 563 D'Onofrio Drive, Madison, WI 53719 MITek Industries, Inc. -Symbols PLATE LOCATION AND ORIENTATION 13/, ' Center plate on joint unless ZC3J5 L dimensions Indicate otherwise. uFL Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/81 0 c O x U a 0 ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MiTek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS cz ZC3J5 L uFL ce BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 4011, continuous lateral bracing, WISC/DILHR 870040-N, 930013-N, 910080-N BEARING '0 5 Indicates location of joints at which bearings (supports) occur. MiTek Industries, Inc. TM ® PANEL HYDRO A/R ® CLIP OANCYNAIL QD A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft, spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the. responsibility of others unless shown. . 13. Do not overload roof or floor trusses with stacks of'construction materials. 14. Do notcut or alter truss members or plate without prior approval of a professional engineer. 15. Care should be exercised•in handling, erection and installation of trusses. ' ©1993 Mitek Holdings, Inc. ` r _1 ` Job I russ truss type UF'ly w R36181.09•-- JOT40 SKY1 ROOF TRUSS 1 1 (optional) u Truss Co. aliiosnla -u�x U�OfA'm 61= La umta a 6�4-201—SR s u 14 60� Mie n� dustnes, Ins. Wed—Aug 1 14 17: T8 UO age ge 4-0-0. ! 4-0-0` 1.5x4 1. 3x4 = 2 �Y 4 Scale = 1:15.6 i • -r ' 3x4 11 4x4 - 1 ,* 4-0-0 a-0-0 C i SPACING 2-0-0- CSI DEFL in floc) I/dell PLATES r TCLL .',20.0 Plates Increase 1.25 TC 0.20 N ` M1120 197/144 ., TCDL 10.0 BCLL Lumber Increase 1.25 Rep Stress Incr, NO BC 0.63 WB 0.00 Vert(TL) =0.03 3-4 >:999 Horz(TL) ' -0.00 3. n/a - ' .-0.0 BCDL 10.0 i 4 5 3 3x4 11 4x4 - 4-0-0 a-0-0 LOADING (psf) SPACING 2-0-0- CSI DEFL in floc) I/dell PLATES r TCLL .',20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.02 3-4 >999 i 4 5 3 3x4 11 4x4 - 4-0-0 a-0-0 LOADING (psf) SPACING 2-0-0- CSI DEFL in floc) I/dell PLATES GRIP + TCLL .',20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.02 3-4 >999 ` M1120 197/144 ., TCDL 10.0 BCLL Lumber Increase 1.25 Rep Stress Incr, NO BC 0.63 WB 0.00 Vert(TL) =0.03 3-4 >:999 Horz(TL) ' -0.00 3. n/a ' .-0.0 BCDL 10.0 Code UBC97/ANS195 r (Matrix) , -1st LC LL Min I/defl = 360 Weight: 21 Ib r LUMBER C BRACING ' 1 TOP CHORD 2 X 4 SPF 1650F 1:4E ` TOP CHORD Sheathed or 4-0-0 oc purlins, except end verticals. CHORD 2 X 6 DF No.2-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'BOT WEBS 2 X 4 SPF Std ' REACTIONS (Ib/size) 4=452/Mechanical, 3=433/Mechanical f ` (Ib) - First -Load Case Only,FORCES TOP CHORD 1-4=-111, 1-2=0, 2-3=-111 , BOT CHORD 4-5=-0,3-5=-0 , M l WEBS 1-3=-0 t r" NOTES f 1) Provide adequate drainage to prevent water ponding. , ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. , 3) A plate rating reduction of 20%' has.been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. Special hanger(s) or connection(s) required to support concentrated load(s) 588.Olb down at 1-11-4 on bottom chord. Design '6) for unspecified connection(s) is delegated to the building designer. 5 LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase= 1.25 Uniform Loads (plf) ' Vert: 1-2=-60.0, 3-4=-20.0 Concentrated Loads (lb) Vert: 5 =-588.0 pFESSION-. of F �c� C049919 Exp 9-3 ,rtq CIVI August 16,2000 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual ' - uilding component to be Installed and loaded vertically: Applicability of design parameters and proper incorporation of omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Im Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance + regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Duality Standard, DSB- Sol 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, wl 53719 MTek Industries, Inc. .Symbols C PLATE LOCATION AND ORIENTATION 1,3/' ` Center plate on joint unless dimensions indicate otherwise. tr-6 Dimensions are in inches. Apply plates to both sides of truss and C7 securely seat. 0 c O x U a O ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. `This symbol indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS C2 C J5 tr-6 C8 C7 BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second BOCA 86-93, 85-76, 91 28 dimension Is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 401:10 continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N TM BEARING Ell Indicates location of joints at which bearings (supports) occur. MITek Indust Ds, Inc. ® TM HYDRO A/R ® PANEL GANG -NAIL CLIP A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane at joint locations. 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not, overlood'roof,or floor trusses with stacks of construction materials: 4, 14. Do not cut or alter truss members or plate without prior approval of a professional engineer. 15. Care should be exercised, in.hondling, erection and Installation of trusses. ©1993 Mitek Holdings,,lnc: Y � i Job Iruss truss type uty Fly - R36181101 -In OT40 SKY2 ROOF TRUSS 1 1 (optional) umY a Truss Co. CaG to gf x gig m = 20; � wnta �9'j25_�4�61—SRS s JTi- I Mie � ustnes,Inc.Wed Aug 4�T28 2000 age r i... • _ 2-9-15 • r , ti r ' -+ ; 1 2-9-15 1.5x4 -11 ! ! " r �• ,1 3x4 2 , , Scale = 1:15.7 ` f � REACTIONS (Ib/size) 4=455/Mechanical, 3=420/Mechanical (lb) -First Load Case Only,FORCES, TOP CHORD 1-4=-76, 1-2=0, 2-3=.76 BOT CHORD 4-5 =-0, 3-5 =-0 WEBS - 1-3=0 ` ' 1 y. 3 ) }r NOTES '1) Provide adequate drainage to prevent water ponding. t." 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with,any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. -r 4) This truss has been designed with ANSIITPI 1-1995 criteria. 51 Special hanger(s) or connection(s) required to support concentrated load(s) 672.Olb down at 1-4-3 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.25, Plate Increase = 1'.25 .� Uniform Loads (plf) Vert: 1-2=-60.0, 3-4=-20.0 , Concentrated Loads (lb) Vert: 5 -672.0 NG f - * ; NA. C04 EXE 9- µ11 C mac. O WARNING ' Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Au9US 6,2000 Design valid for, use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of , omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual' +- eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. �� TM Additional permanent bracing of the overall structure is the responsibility of the building designer. For general' guidance ^ ' k egarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Ouality Standard„DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719 Mfrek I11dUstrles, Inc. 4 5 3 1.5x4 ii 3x4 - •4 2x15 rf 1• 2-9-15 R SPACING +► •2-0-0 CSI •DEFL in floc) I/dell PLATES GRIP TCLL 20.0 Plates Increase •1.25 TC 0.09 Vert(LL) -0.03 3-4 >999 _ f Lumber Increase 1.25 BC 0.84 Vert(TL) -0.05 3-4 >554 BCLL 0.0 Rep Stress Incr, NO WB 0.00 Horz(TL) -0.00 3 •n/a i ' BCDL 6 ,10.0 Code "UBC97/ANSI95 (Matrix) .r _1st LC LL Min I/deft = 360. Weight: 14 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E I TOP CHORD Sheathed or 2-9-15 oc purlins, except end verticals. 1 2 X 4 SPF 1650F 1.4E REACTIONS (Ib/size) 4=455/Mechanical, 3=420/Mechanical (lb) -First Load Case Only,FORCES, TOP CHORD 1-4=-76, 1-2=0, 2-3=.76 BOT CHORD 4-5 =-0, 3-5 =-0 WEBS - 1-3=0 ` ' 1 y. 3 ) }r NOTES '1) Provide adequate drainage to prevent water ponding. t." 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with,any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. -r 4) This truss has been designed with ANSIITPI 1-1995 criteria. 51 Special hanger(s) or connection(s) required to support concentrated load(s) 672.Olb down at 1-4-3 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.25, Plate Increase = 1'.25 .� Uniform Loads (plf) Vert: 1-2=-60.0, 3-4=-20.0 , Concentrated Loads (lb) Vert: 5 -672.0 NG f - * ; NA. C04 EXE 9- µ11 C mac. O WARNING ' Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Au9US 6,2000 Design valid for, use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of , omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual' +- eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. �� TM Additional permanent bracing of the overall structure is the responsibility of the building designer. For general' guidance ^ ' k egarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Ouality Standard„DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719 Mfrek I11dUstrles, Inc. 4 5 3 1.5x4 ii 3x4 - 2x15 2-9-15 LOADING (psf) SPACING +► •2-0-0 CSI •DEFL in floc) I/dell PLATES GRIP TCLL 20.0 Plates Increase •1.25 TC 0.09 Vert(LL) -0.03 3-4 >999 M1120 197/144 TCDL '10.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.05 3-4 >554 BCLL 0.0 Rep Stress Incr, NO WB 0.00 Horz(TL) -0.00 3 •n/a i ' BCDL 6 ,10.0 Code "UBC97/ANSI95 (Matrix) .r _1st LC LL Min I/deft = 360. Weight: 14 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.4E I TOP CHORD Sheathed or 2-9-15 oc purlins, except end verticals. 1 2 X 4 SPF 1650F 1.4E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'BOT,CHORD WEBS 2 X 4 SPF Std ' REACTIONS (Ib/size) 4=455/Mechanical, 3=420/Mechanical (lb) -First Load Case Only,FORCES, TOP CHORD 1-4=-76, 1-2=0, 2-3=.76 BOT CHORD 4-5 =-0, 3-5 =-0 WEBS - 1-3=0 ` ' 1 y. 3 ) }r NOTES '1) Provide adequate drainage to prevent water ponding. t." 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with,any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. -r 4) This truss has been designed with ANSIITPI 1-1995 criteria. 51 Special hanger(s) or connection(s) required to support concentrated load(s) 672.Olb down at 1-4-3 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase = 1.25, Plate Increase = 1'.25 .� Uniform Loads (plf) Vert: 1-2=-60.0, 3-4=-20.0 , Concentrated Loads (lb) Vert: 5 -672.0 NG f - * ; NA. C04 EXE 9- µ11 C mac. O WARNING ' Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Au9US 6,2000 Design valid for, use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual uilding component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of , omponent is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual' +- eb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. �� TM Additional permanent bracing of the overall structure is the responsibility of the building designer. For general' guidance ^ ' k egarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Ouality Standard„DSB- 9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719 Mfrek I11dUstrles, Inc. Symbols PLATE LOCATION AND ORIENTATION 13/, ' Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. 1/8" 1/8� ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. 'This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart 0 of O T: U a O Numbering System J2 J3 J4 TOP CHORDS C2 c3 J5 v The first dimension is the width at joint locations. a L perpendicular to slots. Second BOLA uc8 at 114 panel length (t6" from adjacent joint.) c� BOTTOM CHORDS A J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS v The first dimension is the width at joint locations. a 4 X 4 perpendicular to slots. Second BOLA 86-93, 85-75, 91-28 at 114 panel length (t6" from adjacent joint.) dimension is the length parallel 5. Unless otherwise noted, moisture content of to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBG 1591, 1329, 4922 6. Indicates location of required SBCCI 87206, 86217, 9190 applicable for use with fire retardant or continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N BEARING Indicates location of joints at which bearings (supports) occur. A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. c 1 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane v at joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minImurn pluling requirernents. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 1�1E TM bumuni �� MITek Industries, Inc. ® PANEL rnn HYDRO A/R ® CLIP 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. j r.+ 13. Do not overload -roof or floor trusses with stacks of construction materials. 14. Do not cut or after truss members or plate without prior approval of a professiondl'engineer. 15. Care should be exercised in handling, erection and installation of.trusses.'i `j "F ©1993 Mitek Holdings, Inc. • ` Job I russ truss type uty F!fly •' �OT40 SKY3 ROOF TRUSS. 1 1 Y maruss To. California '0(AC 0 x og ($'m-] =TG -,La Qutnta Ca M53�201 Sfi s Jud 660 Mi + 2-9-15 1.5x4 11 2-9-15 3x4 -1 ; 1" 2 1 R3618111 -I - ap strles, Inc. Wed A—ug 1-6-1-47=-9 000Page1 t y - ., Scale = 1:15.3 r 4 5 3 1.5x4 II 3x4 - 2915 _ . 2-9-15 - LOADING (psf) SPACING, 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP ; TCLL 20.0 Plates Increase - 1.25" TC 0.09 r Vert(LL) -0.02 3-4 >999 M1120 197/144 1 'f TCDL - 10.0 0.0 Lumber Increase 1.25 Rep Stress Incr NO BC 0.64 WB 0.00 z . Vert(TL) -0.04 3-4 >725 HOrz(TL) 0.00 3 , n/a �BCLL BCDL -410.0 Code UBC97/ANS195 (Matrix) N Weight: 14 Ib LUMBERBRACING ' J TOP CHORD 2 X 4 SPF 1650F 1.4E •-_ TOP CHORD Sheathed or 2-9-15 oc purlins;. except ' BOT CHORD 2 X 4 SPF 1650E 1.4E ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1 • it T REACTIONS (Ib/size) 4=367/Mechanical, 3=341/Mechanical ,. Ilbl - First Load Case Only + y 1 R3618111 -I - ap strles, Inc. Wed A—ug 1-6-1-47=-9 000Page1 t y - ., Scale = 1:15.3 r 4 5 3 1.5x4 II 3x4 - 2915 _ . 2-9-15 - LOADING (psf) SPACING, 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP ; TCLL 20.0 Plates Increase - 1.25" TC 0.09 r Vert(LL) -0.02 3-4 >999 M1120 197/144 1 'f TCDL - 10.0 0.0 Lumber Increase 1.25 Rep Stress Incr NO BC 0.64 WB 0.00 z . Vert(TL) -0.04 3-4 >725 HOrz(TL) 0.00 3 , n/a �BCLL BCDL -410.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360' Weight: 14 Ib LUMBERBRACING ' J TOP CHORD 2 X 4 SPF 1650F 1.4E •-_ TOP CHORD Sheathed or 2-9-15 oc purlins;. except end verticals.. BOT CHORD 2 X 4 SPF 1650E 1.4E ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ,WEBS 2 X 4 SPF Std I , ' r it T REACTIONS (Ib/size) 4=367/Mechanical, 3=341/Mechanical ,. Ilbl - First Load Case Only + y TOP CHORD 1-4=-76, 1-2=0, 2-3=-76 ro ,FORCES BOT CHORD 4-5=0, 3-5=0 4 WEBS 1-3=-0 NOTES 1) Provide adequate drainage to prevent water ponding.' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to for truss to truss connections. girder(s) 4) This truss has been designed with ANSI/TPI 1-1995 criteria. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 506.Olb down at 1-4-3 on bottom chord. Design c' ' for unspecified connection(s) is delegated to the building designer. ; LOAD CASE(S) Standard + e 1) Regular: Lumber Increase = 1.25, Plate Increase = 1.25 }- Uniform Loads (plfl Vert: 1-2=-60.0, 3-4=-20.0 ' Concentrated Loads (lb) Vert: 5=-506.0 r Q%0FESSro�� ONG �-� �y�2 • r * . NO. C04W19 r � 4 ;f R August 16,2000 ' " • - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE gn valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual ing component to be installedand loaded vertically. Applicability7of design parameters and proper Incorporation ofponent [AWARNING is responsibility of building designer — not truss designer.' Bracing shown is for lateral support of individual;'members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector:��netional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance� rding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- racing Specification, end HIB -91 Handling Installation and Bracing Recommendation available from Trusse Institute, 583 D'Onofrio Drive, Madison, wf 53719 ' MTek Industries, Inc. Symbols PLATE LOCATION AND ORIENTATION 13/, ` Center plate on joint unless dimensions Indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. ' For 4 x 2 orientation, locate plates 1/8" from outside edge of truss and vertical web. `This symbol Indicates the required direction of slots in connector plates. 'For tabular plating format refer to the MITek/Gang-Nall Joint/Plate Placement Chart Numbering System J2 J3 J4 TOP CHORDS cz c3 The first dimension is the width J5 4 x 4 perpendicular to slots. Second ROCA 86-93, 85-75, 91-28 LC6 to slots. HUD/FHA u LATERAL BRACING c7 Indicates location of required BOTTOM CHORDS J1 J8 J7 J6 JOINTS AND CHORDS ARE NUMBERED CLOCKWISE AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension is the width 4 x 4 perpendicular to slots. Second ROCA 86-93, 85-75, 91-28 dimension is the length parallel to slots. HUD/FHA TCB 17.08 LATERAL BRACING ICBO 1591, 1329, 4922 Indicates location of required SBCCI 87206, 86217, 9190 40" continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. 0 3. Place plates on each face of truss at each O joint and embed fully. Avoid knots and wane U at joint locations. a R 4. Unless otherwise noted, location chord splices at 114 panel length (t6" from adjacent joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. TM BEARING 19! Indicates location of joints at which bearings (supports) occur. MITek Industries, Inc. TM ® PANEL C HYDRO A/R ® LIP GANG -NAIL 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 7. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown indicale minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is Installed, unless otherwise noted. 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof o -r floor trusses with stacks of construction'tnaterials. *, 14. Do not cut or alter truss members or plate without prior approval of;a'professional engineer. .� K 15. Care should be exercised in'handling, erection and,installation of trusses.: ©1993 Mitek Holdings, Inc., - . Ir • r_4% . . . . . . . . . . 4 PROJECT: Structural calculations on Tutfield Residence" to be built in La Quinta, California DUTFIELDRESIDENCE "7S -10,2 C-� Date June 15, 2000 Revisions Client: Gordon Stein & Associates Client Job No. Shipped Job No. JUN 15 20 600-2198 1800 E. 16th Street, Santa Ana, CA 92701 (714) 835-2800 • Faj( (714) 835-2819 ESI-/I=.ME, Inc. STRUCTURAL ENGINEERS ROOF: TILE ROCK Slope : < 4: 12 <= 3: 12 Live Load = 16.0 20.0 psf Dead Load: DATE: FLA. TRUSS.Rev.: DATE: Roofing Mtl. _ 15.0 6.0 psf Sheathing = 1.5 1.5 O Roof Framing = 3.0 3.0 . Drywall = 2.5 2.5 DATE: Miscellaneous = 6.0 1.0 O Total D. L. _ 28.0 14.0 psf Total Load = 44.0 34.0 psf STANDARD SPECIFICATIONS FOR STRUCTURAL CALCULATIONS 1. Sketches of details in calculations are not to scale and may not represent true conditions on plans. Architect or designer • is responsible for drawing details in plans which represent true framing conditions and scale, Enclosed details are intended to complement standard construction practice to be used by experienced and qualified contractors. 2. The structural calculations included here are for the analysis and design of primary structural system. The attachment of non— structural elements is the responsibility of the architect or designer, unless specifically shown. otherwise.. 3. The drawings, calculations, specifications and reproductions are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. 4. All changes made to the subject project shall be submitted to E S I / F M E, Inc. in writing for their review and comment. These calculations are meant to be used 'by a design professional, omissions are intended. • 5. Copyright © — 1994 by. E S.1 / F M E, Inc. Structural Engineers. All rights reserved. This material may not be reproduced in whole or part without written permission of ESI/FME, Inc. Sheet tar - Date s Date 6-12-00 JN. 500-2198 PROJECT DESCRIPTION: "Dutfield Residence" For: DUTFIELD FINANCIAL La Quinta , California PROJECT ENGINEER: D.M. CALCS BY: DATE: ASSOC. CHECK: DATE: BACK CHECK: DATE: ROOF TRUSS Rev.: DATE: FLA. TRUSS.Rev.: DATE: P/T FOUND. Rev.: DATE: PLAN CHECK: DATE: O SHTS: DATE: Init.: O SHTS: DATE: Init.: O SHTS: DATE: Init. O SHTS: DATE: Init.: O SHTS: DATE: Init. O SHTS: DATE: Init. O SHTS: DATE: Init.. ESI / F M E, Inc — Structural Engineers (This signature is to be a wet signature, not a copy.) APPROVED BY: DATEJUN 15 2000 ESI./FMIE, Inc. STRUCTURAL ENGINEERS DESIGN CRITERIA SKEET FOR RESIDENTIAL CONSTRUCTION CODE: 1997 UNIFORM BUILDING CODE REV. MM In all cases calculations will supersede this design criteria sheet. Sheet Date JUN 15 JN. 2198 Uougias rir-uarcn - -ia ro max. moisture content I 4xb,t3 #Z/V1: Fb = 1140/1300 psi; fv=95 psi; E=1.6 2x4 #2: Fb = 1315/1510 psi; fv=95 psi; E=1.61 4x10 #2/#1: Fb = 1050/1200 psi; fv=95 psi; E=1.6 2x6 #2: Fb = 1140/1310 psi; fv=95 psi; E=1.61 4x12 #2/#1: Fb = 965/1100 psi; fv=95 psi; E=1.6/1.7 2x8 #2: Fb = 1055/1210 psi; fv=95 psi; E=1.61 4x14 #2/#1: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x10 #2: Fb = 965/1105 psi; fv=95 psi; E=1.6j .. 4x16 #2/#1: Fb = 875/1000 psi; fv=95 psi; E=1.6/1.7 2x12 #2: Fb = 875/1005 psi; fv=95 psi; E=1.61 6x10 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 2x14 #2: Fb = 790/905 psi; fv=95 psi; E=1.61 6x12 #1/SS: Fb = 1350/1600 psi; fv=85 psi; E=1.6 It is recommended that lumber be free of heart center. PARALLAM PSL 2.0E Glued Laminated Beams: Douglas Fir -Larch . fb=2900.psi; fv=290.psi; E=2.OE6 psi Ind. App. Grade: Fb=2400 psi;Fv=165R;E=1.8E6 psi MICROLLAM LVL: Fb=2600psi;Fv=285psi;E=1.8 -1. UrypacK snail pe composed of one part Portland Cement to not more than three parts sand. 2. All structural concrete ................................................... f = 3000 psi w/ inspection. All slab-on-grade/continuous footings/pads .................. f =2500 psi w/o inspection. All concrete shall reach minimum compressive strength at 28 days. i. r -.n remrorcing snail De H.S. i .m. A -(alb -4u for #5 oars and smaller. All reinforcing shall be A.S.T.M. A-615-60 for #6 bars and larger. Welded wire fabric to be A.S.T.M. A-185, lap 1-1/2 spaces, 9" min. 2. Splicing of bars shall have lapping or 40 dia. or 2'-0" min. in all continuous concrete reinforcement (30 dia. for compression). Masonry reinforcement shall have lappings of 40 dia. or 2'-0". This is in all cases U.N.O. 3. All reinforcing bars shall be accurately and securely placed before pouring concrete; or grouting masonry.. 4. Concrete protection for reinforcement shall be at least equal to the diameter of the bars. Cover shall be as follows, U.N.O.: A. Poured against earth .............................. 3" B. Poured against form below grade........... 2" C. Slabs on grade (from top of slab)............ 1" D. Columns and beams to main bars.......... 2" i. raoncauan ano erection of structural steel snail be in accordance with "Specifications for the Design, .Fabrication and Erection of Structural Steel Buildings", AISC, current edition. Steel to conform to ASTM A36. Round pipe columns shall conform to ASTM A53, Grade B. Square/Rectangular steel tubes ASTM A500, Grade B. 2. All welding shall be performed by certified welders, using the Electric Shielded Arc Process at licensed shops or otherwise approved by the Bldg. Dept. Continuous inspection required for all field welding. 3. All steel exposed to weather shall be hot -dip galvanized after fabrication, or other approved weatherproofing method. 4. Where finish is attached to structural steel, provide 1/2"o bolt holes @ 4'-0" o.c. for attachment of I nailers, U.N.O. See architectural drawings for finishes (Nelson studs 1/2" x 3" CPL may replace bolts). I. %iUnLAULU DIocK snail oe or sizes snown on arcnitecturai drawings and/or called for in specifications and conform to ASTM C-90, grade N medium weight units with max. linear shrinkage of 0.06% 2. All vertical reinforcing in masonry walls not retaining earth shall be located in the center of the wall (U.N.O.), retaining walls are to be as shown in details. 3. All cells with steel are to be solid grouted (except retaining walls where all cells are to be solid grouted). :rVT1 J • • ES11FIVJE, Inc. STRUCTURAL ENGINEERS GENERAL SPECIFICATIONS FOR STANDARD RESIDENTIAL CONSTRUCTION (1997 Uniform Building Code) REV.W6M9 Sheet Date JUN 15 2000 JN. 2 9. A. All beams to be supported with full bearing unless noted otherwise. B. All isolated posts and beams to have Simpson PB's, PC's and/or BC's minimum, U.N.O. C. All bearing walls on wood floors are to be supported with double joists or solid blocking, U.N.O. D. Provide 4x or 2-2x members under sole plate nailing less than 6" o/c. E. All Simpson HDA, HPA and CB holdowns to be fastened to 4x4 post min. F. All hardware is to be Simpson Strong-Tie"m or approved equal. Install per mfr.'s specifications. G. All shop drawings are to be reviewed by the contractor and the architect prior to submittal for engineers review. H. All exterior walls are to be secured with 5/8" diameter x 10" anchor bolts @ 72" o.c., U.N.O. (WS5884 Ramset/Redhead may be used in lieu of anchor bolts, as a fix) I. All interior walls to be secured with shot pins per manufacturer's recommendations, U.N.O.. Calculations govern in all cases. Recommend Ramset/Redhead 1516SD @ 24" o.c. J. All conventional framed portions of structure are to be constructed per section 2320 of the 1997 Uniform Building Code, U.N.O. K All nailing is to be per table 23 -II -B-1 of the Uniform Building Code, U.N.O. L. All nails to be "common", U.N.O. SOLE PLATE LEGEND MARK: DESCRIPTION SPN12: 16d Sole Plate Nailing at 12"o/c SCR8 : 3/8"o x 6.5" Sole Plate Screws at 8 "o/c SPN10: 16d Sole Plate Nailing at 10"o/c SCR6 : 3/8"o x 6.5" Sole Plate Screws at 6 "o/c SPN8 : 16d Sole Plate Nailing at 8"o/c SPN6 : 16d Sole Plate Nailing at 6"o/c SPN4 : 16d Sole Plate Nailing at 4"o/c SPN3 : 16d Sole Plate Nailing at 3"o/c SPN2 : 16d Sole Plate Nailing at 2"o/c FOUNDATION HARDWARE LEGEND MARK: DESCRIPTION MARK: DESCRIPTION A864 : 5/8"o x 10" Anchor Bolts at 64"o/c 244: Provide a total of 244 at top & 244 at AB56 : 5/8"o x 10" Anchor Bolts at 56"o/c bottom of footing, 3' past posts AB48 : 5/8"o x 10" Anchor Bolts at 48"o/c 344 : Provide a total of 344 at top & 344 at AB40 : 5/8"o x 10" Anchor Bolts at 40"o/c bottom of footing, 3' past posts AB32 : 5/8"o x 10" Anchor Bolts at 32"o/c 444 : Provide a total of 444 at top & 444 at AB24 : 5/8"o x 10" Anchor Bolts at 24"o/c bottom of footing, 3' past posts AB16 : 5/8"o x 10" Anchor Bolts at 16"o/c HD2A : (1) Simpson HD2A per post AB8 5/8"o x 10" Anchor Bolts at 8"o/c HD5A : 1) Simpson HD5A per post AB32X: 5/8"o x 12" Anchor Bolts at 32"o/c HD6A : (1) Simpson HD6A per post AB24X: 5/8"o x 12" Anchor Bolts at 24"o/c HD8A : (1) Simpson HD8A per post AB16X: 5/8"o x 12" Anchor Bolts at 16"o/c HD10A: (1) Simpson HD10A per post AB8X : 5/8"o x 12" Anchor bolts at 8"o/c I HD14A: (1) Simpson HD14A per post 2AB : (2) 5/8"o x 10" Anchor Bolts HD20A: (1) Simpson HD20A per post 3AB : (3) 5/8"o x 10" Anchor Bolts HPA : (1) Simpson HPAHD22 per post 2ABX : (2) 5/8"o x 12" Anchor Bolts HPA2P : (1) Simpson HPAHD22-2P per post 3ABX : (3) 5/8"o x 12" Anchor Bolts HTT22 : (1) Simpson HTT22 per post NOTE: Provide 2" sq. x 3/16" thick plate washers for all sill plate A.B.'s. ESI./FME, In.c.... STRUCTURAL ENGINEERS Sheet Date J UN 13 2000 .,rv. 2 1-9.8, LATERAL SHEAR NOTES ( rev. 5/31/00) ' (1997 UBC; SEISMIC ZONES 3 & 4) FRAMING MEMBERS Q VERTICAL: DOUG FIR -LARCH @ 16" o.c. 1 — (2) LAYERS 5/8" Blocked Drywall with 6d cooler nails @ 9" o.c. at edges & field at base layer, 8d cooler nails @ 7" o.c. at edges & field at face layer.......................................................:........125 plf 2 —12" Drywall with 5d cooler nails @ 7" o.c at edges and field. (Table 25-1 UBC) ...........................................: pif 3 — 5/8" Drywall with 6d cooler nails @ 7" o.c at edges and field. (fable 25-1 UBC).......................................................:...... 58 Of 4 —12" Drywall with 5d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC)............................................................. 63 pif 5 — 5/8" Drywall with 6d cooler nails @ 4" o.c'at edges and field. (fable 25-1 UBC).............................................................. 73 plf 6 —12" Blocked Drywall with 5d cooler nails @ 4" o.c at edges and field. (Table 254 UBC) ................................................ 75 pif 7 — 5/8" Blocked Drywall with 6d cooler nails @ 4" o.c at edges and field. (Table 25-1 UBC) ................................................ 88 pif 8 — 7/8" Stucco over approved lath with 16 gauge staples @ 6" o.c. at top and bottom plates, edges of shear wall, and field. (Table 25-1 UBC)...........:................................................................180 ptf 9 — 7B" Stucco over approved lath with 16 gauge staples @ 3" o.c. at top ' and bottom plates, edges of shear wall, and G' o.c. at field. (ICBG report No.1254, or equal) ................................... 260 pif • 10 — 3/8" Wood Structural Panel w/ 8d common nails @ 6" o.c @ edges & 12"o.c. @ field. (Table 23 -II -1-1 UBC)...............260 plf 11 — 3/8" Wood Structural Panel w/ 8d common nails @ 4" o.c @ edges & 12"o.c. @ field. (Table 23 -II -1-1 UBC)...............350 pif 12 — 3/8" Wood Structural Panel w/ 8d common nails @ 3" o.c @ edges & 12"o.c. @ field. (Table 23 -II -1-1 UBC)...............490 pif 13 — 3/8" Wood Structural Panel w/ 8d common nails @ 2" o.c @ edges & 12"o.c. @ field. (Table 23 -II -1-1 UBC)...............640 plf. 14 —12" (or 15/37) Wood Structural Panel w/ 10d common nails @ 2" o.c at edges and 12"o.c. at field (Table 234I -I-1 UBC).....................:................................................................................................................................ 770 plf 15 -12" (or 15/32") Structural I Wood Panel w/ 10d common nails @ 2" o.c at edges and 12"o.c. at field (Table 23 -II -1-1 UBC) ................................. :..............................:...................................................................................... 870 pif NOTES: a. Wood Structural Panel: Material approved by APA. PFS/TECO or Pittsburgh Testing Laboratories (this includes OSB) These values are for Doug -Fir Lerch or Southern Pine, other lumber species may differ in shear capacities. 'b. Where plywood is applied on both faces of wall and nail spacing is less than 6" o.c., panel joints shall be offset to fall on different framing members or framing shall be 3x or wider and nails staggered on each side. c. For allowable shear values greater than 350plf, provide a min. of a single 3x member at foundation sill plates & all framing members receiving edge nailing from abutting panels. Nails shall be staggered. Provide 2x members otherwise. , d: T'X2"x3/16" steel plate washers are required on each bolt. (UBC sect. 1806.6.1) H O R I Z O N T A L: All roof and floor sheathing to be Exposure I or Exterior (Tables 23 -II -H and 23 -II -E-1 UBC). ROOF:. Joist Spacing </= 24" o.c.:15/32" Wood Struct. Panel, 2410, w/ 8d common nails @ G' o.c. at edges & boundaries, l2" o.c. field. FLOOR: Joist Spacing </=16" o.c.:19t32" Wood Struct. Panel T&G' shtg, 32/16, w/10d common nails @ 6" o.c. at edges & bound., 10" o.c. field. Joist Spacing </= 20" o.c.: 19/32" Wood Struct. Panel T&G• shtg, 4020, w/10d common nails @ 6" o.c. at edges & bound., 10" o.c. field. • Joist Spacing </= 24" o.c.: 23/32" Wood Struct..Panel T&G' shtg, 48/24, w/10d common nails @ 6" o.c. at edges & bound., 10" o.c. field. Panel edges shall have approved T&G joints or shall be supported with blocking. Not required when lightweight concrete is placed over subfloor. FILE 9 97LAT3&4 SPAN TABLES` mvlr d 2-21 -g. LL 101 181 lei 201 201 161 161 201 201 401 40 DL 101 101 121 181 201 15 151 181 lei 121 22 deflection - L! 240. 0 L + L L ( 1/2' DEFLECTION MAX) S - M / Fb A - 1.5 V / Fv deflection - L/360. L L M-3•Fb V-A•Fv/ 1.5 1-5•w•L^4/384•E•d M-w•L^2/8 V-w•(L!2-d) L^2-8•M/w (L/2-d)-V/w L^4- 1.384•E•(L/240)/5•w L^2-8•3•Fb/w (L/2-d)-A•Fv/1.5•w L^3 -1.384•E• /5•w•240... DL @Sgrt(L)-8 8•Fb/w L/2-(A•Fv/1.5•w)+d L-2.1(A•Fv/1.5•w)+d1 L^3 -1.384•E• /5•w•360 ... LL file; JOIST-SP.wkt m S I Z S P A CEILING ROOF RAFTERS / JOIST ROOF RAFTERS / JOIST ROOF RAFTERS 7 -JOIST ROOF RAFTER"IST JOIST FLOOR JOIST FLOOR JOIST S SLOPE > 4:12 ( SHAKE) SLOPE < 4:12 ( ROCK) SLOPE > 4:12 ( TILE) SLOPE < 4:12 ( TILE) LL - 40 pat LL - 40 pad P w/o concrete w! concrete A S 1 Z :� I-+ 00 C� E C w, drywall w/o drywall w. drywall 'w/o dr all w. drywall w/o drywall w. dr well w/o drywall w. drywall W. drywall w. drywall C E Fb No.2 1610 212 G -No. 2 9.1 No.2 No.2 No.2 No.2 No.2 No.2 No.2 No.2 No.2 No.2 G 12 2 Prop. 2.841 Sxx Fv E 95 1.6 x 4 18' 8.3 18 'x 4 1.876 4.291 A 1 xx 24 7.2 24 Fb Fv E 1310 915 21121 . x 6 14.7 12.5 12.3 11.1 11.3 12.0 12.0 11.8 11.4 10.2 9.9 12 2 x 8 8.891 7.875 18.088 Sxx A 1 xx 161 13.3 11.7 11.5 10.6 10.5 11.2 11.2 10.8 10.6 9.3 8.5 16 24F-11.7 10.51 10.4 8.9 8.7 9.9 9.9 9.1 8.9 7.8 7.0 24 Fb Fv E _'1.6 1210 95 1.6 2 x 8 121 20.3 16.0 15.7 14.5 14.3 15.3 15.3 14.7 14.5 13.4 12.9 12 2 x 8 13.141 10.875 47.835 Sxx A 1 xx 161 18.4 14.9 14.6 13.5 13.3 14.2 14.2 13.7 13.5 12.4 11.3 16 241 16.1 13.4 13.2 11.8 11.5 12.9 12.9 12.1: 11.81 10.1 9.2 24 Fb 1105 2 121 25.9 19.2 18.8 17.4 17.2 18.4 18.4 17.7 17.4 16.1 15.4 12 2 21.391 Sxx Fv 95 x 161 23.5 17.8 17.5 16.2 16.0 17.1 17.1 16.5 16.2 15.01 13.8 16 x 13.875 A E 1.6 10 24F-19 8 18.1 15.8 14.4 14.0 15.4 15.4 14.8 14.4 12.3 11.3 24 10 98.932 Ixx Fb 1005 2 12 22.2 21.8 20.2 19.9 21.3 21.3 20.5 20.2 18.7 . 17.9 12 2 31.841 Sxx Fv E 95 1.8 x t2 18 20.7 20.9 16.8 18.6 19.8 19.8 19.1 18.8 17.4 16.0 19 x 12 18.875 177.979 A I xx 24 18.7 18.3 18.7 18.3 17.9 17.9 17.2 16.7 14.3 19.1 24 Fb Fv E 905 96 1.6 2 x t 4 12 21.1 20.2 12 2 x 11 43.891 19.87511 1290.775111 9xx A xx 1 B 19.5 17.8 10 24 18.0 14.8 24 LL 101 181 lei 201 201 161 161 201 201 401 40 DL 101 101 121 181 201 15 151 181 lei 121 22 deflection - L! 240. 0 L + L L ( 1/2' DEFLECTION MAX) S - M / Fb A - 1.5 V / Fv deflection - L/360. L L M-3•Fb V-A•Fv/ 1.5 1-5•w•L^4/384•E•d M-w•L^2/8 V-w•(L!2-d) L^2-8•M/w (L/2-d)-V/w L^4- 1.384•E•(L/240)/5•w L^2-8•3•Fb/w (L/2-d)-A•Fv/1.5•w L^3 -1.384•E• /5•w•240... DL @Sgrt(L)-8 8•Fb/w L/2-(A•Fv/1.5•w)+d L-2.1(A•Fv/1.5•w)+d1 L^3 -1.384•E• /5•w•360 ... LL file; JOIST-SP.wkt C_ Z m y / C uiom " Fes► Cid :� I-+ 00 C� 1� c:!) C C=) �pm YJ r CO • , C_ Z hi . p ID s . C_ C Fes► Cid :� I-+ 00 C� 1� c:!) C C=) 0 ESIJFME; Inc. STRUCTURAL ENGINEERS "Duffield Residence" / DUTFIELD FINANCIAL LLC 'La Quinta, California . r-1 LO L2 4P1 P2 R1 R2 Ridge Beam @ Guest Living Room: Length= 15.5 ft. P1 = 0 lbs = 0 P2' = 0 lbs w: Roof = ( 44 psf ) (. 15.5/2 + Wall = ( 14 psf ) ( 10 +: Floor = ( 52 psf ) (. 0 + . D. L. of.Beam . . ... . w Fb = 1350 .psi. M = .10841 ft -Ib= 130.1 in -k . S = Moment/ 1.234 Fb = 78.1 in^3 Sheet Date 06-12-00 JN. 500-2198 @ L1 0 ft. @ L2 = 0 ft. 0) 341.0 plf 0) = 0.0 0) _ 0.0 20.0 -361.0 plf Reactions: *ML= 2798 IDS Fv = 85 psi ; d 13.5 in. *RR= 2798 lbs V = R(max)-(w*d)= 2392 lbs. A= 1.5, V / 1.234 Fv = 34.2 in^2 Req'd Sec. Properties Prov -d *S = 78.1 in^3 167.06 Allow defl = L / 360. 0.52 in *A = 34.2 , sq. in. 74.25 E= 1'.6 x 10**6 psi ;.. * I = 567.1 in^4 1127.67 1=5*M*L^2 / 48*E*d= 567 in^4 Estimated. defl =0.260 in. U S E .6 x 14 W.C.D. F. # 1 2O Header @ rear of Guest Living Room: Length = 5.5 ft. P1 = 2798 lbs= 2798 fromsBM#1 @ L1 = 2.75 ft. P2 = 0 -Ibs= @ L2 = 0 ft. L2 ►I w: Roof. = ( 44 psf ) ( 0 + 0) _ 0.0 plf ► P1 P2 Wall = ( 14 psf ) ( 0) = 56.0 Floor = ( 0. psf) ( .4'+ 0.+ 0) = 0.0 R1 R2 D. L. of Beam . . . . . . . . = 15.0 w = 71.0 plf Fb = 1350 psi: M ' = 4116 ft -Ib= 49.39 in -k S = Moment 1.250 Fb = 29.3 in^3 Reactions: *RL= 1594 lbs Fv = 85 psi ; d = 9.5 in. ` *RR= 1 1594 lbs V= R(max)-(w*d)= 1538 lbs. A 1.5 V / .1.250 Fv = 21.7 in^2 Req'd Sec. Properties ProVd *S = 29.3 in^3 62.73 • Allow defl = L / 360 0.18 in *A = 21.7 sq. in. 52.25 E= 1.6 x 10**6 psi * I =. 76.4 in^4 392.96 I=5*M*L^2 / 48*E*d= 76 in^4 Estimated defl =0.036 in. -file bl.wka U S E 6 x 10 W. C. D. F. # 1 "Dutfield Residence"/ DUTFIELD FINIANCIAL LLC ' ' La Quinta, California O3 Ridge Beam over Guest Rm#1 Length = 16 ft. P1 0 lbs = 0 @ L1 = 0 ft. P2 = 0 lbs = @ L2 = 0 ft. � r�►� w: Roof = (: •44 psf) ( 21/2 + 0) _ 462.0 plf. PI P2 Wall. _( 14 psf)( 0+ 0 )= 0.0 Floor = ( 52 psf_) ( 0 + 0) = 0.0 R1 R2 D. L. of Beam . . ... . . . = 20.0 w _ 482.0 Of Fb = : 1350psi. IM = 15424 ft -Ib= 185.1 in -k S = Moment/ 1.234 Fb -= 111.1 in^3 Reactions: *RL= 3856 lbs Fv = . .85 .psi ; d = 13.5 in. *RR= 3856 lbs V = R(max)-(w*d)= 3314 lbs. A= 1.5' V.1 1.234. Fv = 47.4 in^2 _ Req'd Sec. Properties Provd • *S = 111.1 in^3 167.06 Allow defl = L./ 360 _ 0.53 in *A = 47.4 sq.,in.. 74.25 "- E = 1.6 x 10**6 psi * I = 832.9 in^4 1127.67 I=5*M*L^2 / 48*E*d= 833 in^4 Estimated defl =0.394 in. U S E. 6 x 14 W.C.D.F. # 1 4O Beam at right side of Guest #1 Length = „ 16.5 ft. P1 ' = lbs= @ L1 = 2.75 ft. P2 _ lbs= @ L2'- 0 .ft. -C� L2 ► w: -Roof = ( 44 psf ) ( 18/2- +- 1) = 440.0 plf P1 P2 Wall _ ( 14 psf) ( 0 + 0) = 0.0 Floor _ ( 0 psf ) ( 0 + 0) = 0.0 R1 R2 D. L. of Beam = 20.0 w _ 460.0 plf Fb = 1350 psi. -M = 15654 ft -Ib= 187.9 in -k. S = Moment 1.234 Fb = 112.8 in^3 Reactions: *RL= 3795 lbs Fv = 85 psi ;•d = 13.5 in. *RR= 3795 lbs V= R(max)-(w*d)= 3278 lbs. ` A= 1.5'V / 1.234 Fv = 46.9 in^2 Req'd Sec. Properties Provd • Allow defl = L / .360 = 0.55 in * S = 112.8 in^3 *A = . 46.9 -sq. in. 167.06 74.25 E _ . 1.6 x 10**6 psi '' I = 871.8 in^4 1127.67 I=5*M*L^2 / 48*E*d= 872 in^4. Estimated defl =0.425 in. file b2.wk4 U S E • 6 x 14 W. C. D. F. # 1 r ESI./FIDE, Inc STRUCTURAL ENGINEERS Sheet Date 06-12-00 JN. 500-2198 "Dutfield Residence" / DUTFIELD FINANCIAL LLC La Quinta, California 0 Beam btwn Golf Cart Garage and 2 -Car Garage: Length = 15.5 ft. P1 ` = 0 lbs = 0 @L1 = 0 ft. P2 = 0 lbs = @ L2 = 0 ft. L2 ►I w: Roof = ( '44 psf ) ( 19/2 + 0) = 418.0 plf ► P1. P2 Wall = ( 14 psf ) ( 0 +. 0) = 0.0 Floor= ( 52 psf) ( • 0 + 0) - 0.0 R1 R2 D. L. of Beam . . . . . . . . . . . . .. = 25.0 w = 443.0 plf. Fb = 2900 psi. M = 13304 ft -Ib= 159.6 in -k S = Moment/ 1.250 Fb = 44.0 in^3 Reactions: *RL= 3433 lbs Fv = 290 psi _ ; d-= 11.875 in. *RR= 3433 lbs V = R(max)-(w*d)= 2995 lbs. A= 1.5 V / 1.250 Fv = 12.4 in^2 Req'd Sec. Properties Proved • * S = 44.0 in^3 123.39 Allow defl = L / „ 360 _ 0.52 in * A = 12.4 sq. in. 62.34 E= 2 x 10**6 psi * I = 556.8 in^4 732.62 1=5*M*L^2 / 48*E*d= 557 in^4 Estimated defl =0.393 in. USE 5.25 x 11.9 PARALLAM PSL 2E 6O Garage Door Header Length = 18.5 ft. P1. lbs= @ L1 = 2.75 ft. P2 = lbs= @ L2 = 0 ft. rte► w: Roof = ( 44 psf ) ( 24/2 + 0) = 528.0 plf ► P1 P2 Wall = ( 14 psf ) ( .1 + 0 .) = 14.0 Floor = ( 0 psf ) ( 0 + 0) _ 0.0 R1 R2 D. L. of Beam = 20.0 _. w = 562.0 plf Fb = 2900 psi. M = 24043 ft -Ib= 288.5 in -k S = Moment 1.211 Fb _ 82.2 in^3 Reactions: *RL= 5199 lbs Fv = 290 psi ; d = 16 in. *RR= 5199 lbs V= R(max)-(w*d)= 4449 lbs. A" 1.5 V / 1.211 Fv = 19.0 in^2 Req'd Sec. Properties Prov'd • Allow deft = L / 360 _ 0.62 in * S = 82.2 in^3 224.00 * A = 19.0 sq. in. - 64.00 E = 2 x 10**6 psi * 1 = 1201.0 in^4 1792.00 I=5*M*L^2 / 48*E*d= 1201 in^4 Estimated defl =0.413 in. file b3.wk4 U S E 5.25 x 16 PARALLAM PSL 2E • 0 "Dutfield Residence" La Quinta, California �-L►� -► P1 P2 R1 R2 ESI./1=ME, Inc.. STRUCTURAL ENGINEERS / DUTFIELD FINANCIAL LLC Beam @ Rear of Nook: Length = 9.5 ft. P1 = 0 lbs = 0 P2 0 lbs = w: Roof = ( 44 psf ) ( +12/2 + Wall = ( 14 psf ) ( 0 + Floor _ ( 52 psf ) ( 0 + D. L.� of Beam . . .. . . . . . . . . . . • w Fb = 1200 psi. M = 3757 ft -Ib= 45.08 in=k S = Moment/ 1.250 'Fb = 30.1 in^3 Fv = 85 psi ; d = 7.5 in V = R(max)-(w*d)= 1374 lbs. Sheet ja . Date 06-12-00 JN. 500-2198 @L1 = @ L2 = 1 ) = 308.0 plf 0) = 0.0 0)=. 0.0 25.0 _ ..'.333.0 plf Reactions: *RL= 1582 lbs *RR= 1582 lbs 0 ft. 0 ft. A= 1.5 V / 1.250 Fv, = 19.4 in A2 Req'd Sec. Properties PraJd *S = 30.1 in^3 51.56 Allow defl = L / 360 = 0.32 in *A = 19.4 sq. in. 41.25 E = 1.6 x 10**6 psi * I = 120.4 in^4 1 193.36 1=5*M*L^2 / 48*E*d= 120 in^4 Estimated defl =0.197 in. U S E -6 x, 8 W.C.D. F. # 1 8O Beam at Rear of Family Room: Length- 110 ft. P1 = 7442 lbs= 44*20.5/2*(29/2+2) P2 = lbs= L2 ►I w: Roof = ( 44 psf) ( .0 + 0 ) = ► P1 P2 Wall = ( 14 psf) ( 3 + 0 ) = Floor - ( p psf) ( . 0 + 0) - R1 R2 D. L. of Beam . . . . . . . . . . . . . _ w = Fb = 2900 psi. M = 19379 ft -Ib= 232.5 in -k S = Moment 1.250 Fb = 64.2 in^3 Fv = 290 psi ; d = 11.875 in. V= R(max)-(w*d)= 3969 lbs. A = 1.5 V. / 1.250 Fv = 16.4 in^2 .Allow defl = L / 360 = 0.33 in E = 2 x 10**6 psi I=5*M*L^2 / 48*E*d= 523 - in^4 . �file b4.wk4 U S E 5.25 x @L1 = 5 ft. @ L2 = 0 ft. 0.0 plf 42.0 0.0 20.0 62.0 plf Reactions: *RL= 4031 lbs *RR= 4031 lbs Req'd Sec. Properties ProJd *S = 64.2 in^3 123.39 *A = 16.4 sq. in. 62.34 * I = 523.2 in^4 732.62 Estimated dell =0.238 in. 11.9 PARALLAM PSL 2E n.. M "Dutfield Residence" La Quinta, California ESI./FME, Inc. STRUCTURAL ENGINEERS Sheet Date 06-12=00 FN. 500-2198 O9 Flush Beam at right side of rear patio Length = 15 ft. P1 = 586.5 lbs = 34*6/2*11.5/2 @ L1 = 11 ft. P2 = 0 lbs = @ L2 = 0 ft. tr _ ► w: Roof = ( 34 psf ) (.14/2 + 0 ) = 238.0 plf -► P1 P2 Wall = ( 14 psf ) ( 0 + 0 ) = 0.0 :..;._:: _:_ .r Floor = ( 52 psf ) ( 0 + 0 ) = 0.0 R1 R2 D. L. of Beam . . . . . . . ... . . . . = 20.0 w = 258.0 plf . Fb = 1350 psi. M = -8977 ft -lb= 107.7 in -k S = Moment/ 1.250 Fb- = 63.8 in^3 Reactions: *RL=l 2091 lbs Fv = 85 psi ; d = 11.5 in. *RR= 2365 lbs V = R(max)-(w*d)= 2118 lbs. A= `1.5 -V / 1.250 Fv = 29.9 in^2 Req'd Sec. Properties Provd • *S = 63.8 in^3 121.23 -, Allow deft = L / 360 0.50 in *A = 29.9 sq. in: 63.25 E = 1.6 x 10**6 psi * I = 454.4, in^4 697.07 =5*M*L^2 / 48*E*d= 454 in ^4 Estimated defl =0.326 in. U S E 6 x 12 W.C.D. F. # 1 10 Drop Beam at Rear of Patio: . Length = 21 ft. P1 = Ibs= @ L1 = 0 ft. P2 = 0 Ibs= @ L2 = 0 ft. �T•�-►) w: Roof _ ( 34 psf ) ( 15.5/2 + 0) _ 263.5 plf �► P1 P2 Wall, _ (. 14 psf ) ( .0 + 0) _ 0.0 . Floor .= ( 0 psf) ( 0 + -0 ) = 0.0 R1 R2 D. L. of Beam . . . . . . . . . . . . . _, 25.0 . w = 288.5 plf Fb = 2900 psi. M = 15904 ft -Ib= 190.8 in -k Y S = Moment 1.211 Fb = 54.4 in^3 Reactions: *RL= 3029 lbs Fv = 290. psi ; d = 16 in. *RR= 3029 lbs' V = R(max)-(w*d)= 2645 lbs. A = 1.5 V / 1.211 Fv' = 11.3 in^2 Req'd Sec' Properties Prov -d *S = 54.4 224.00 • Allow defl = L / 360 = 0.70 in ,in^3 *A = 11.3 sq. in.. 84.00 E = 2 x 10**6 psi * I = 901.7 in^4. ' 1792.00 I=5*M*L^2 / 48*E*d= 902 in^4 Estimated dell =0.352 `in. file b5.wk4 U S E 5.25.x 16 PARALLAM PSL 2E U S E 5.25 x 16 PREMIER PLUS GLB ESI../f=ME, Inc. STRUCTURAL ENGINEERS ELD FINANCIAL LLC Sheet Date 06-12-00 JN. 500-2198 . .La Quinta', California 11 Beam @ right side of Master Suite: ; Length = 8 ft. P1 = 0 lbs-,= 0 @ L1 = 0 ft. P2 = 0 lbs = @ L2 = 0 ft. �t1 L2. ► w: Roof = ( 44 psf) ( +10/2. + .1 ) _ 264.0 plf P1 P2 Wall = ( 14 psf) ( 1 .+ 0) = 14.0 -:,Floor = ( .52 psf) ( 0 + 0) = 0.0 R1 RR9=1 D. L. of Beam . . . . . . . . . . . . . . . = 15.0 w = . .2.93.0 plf Fb = 1200 psi. M' = 2344 ft -Ib= 28.13 in -k S = Moment / 1.250 Fb = 1&.8 in^3 Reactions: . *RL= 1172 lbs Fv = 85 psi ; d = .. 7.5 in. *RR= 1172 lbs V = R(max)-(w*d)= 988.9 lbs. A= 1.5 V / ` 1.250 Fv = 14.0 in^2 Req'd Sec. Properties Prodd • *S = 18.8 in^3 51.56 Allow defl- L / 360 _ 0.27 in *A = ' 14.0 sq. in. 41.25 E = 1.6 x 10**6 psi, * I = 63.3 in^4 193.36 I=5*M*L^2 / 48*E*d= 63 in^4 Estimated defl =0.087 in. U S E .6 x 8., W.C.D.F. # 1 12 Header at'rear of Master Suite: Length = 6�ft: P1 = 5148 lbs= 44*19.5/2*(20%2+2) @ L1 = 3 ft. P2 ' = Ibs= @ L2 = '0 .ft. HT1 -► w: Roof' _ ( 44 psf) ( 0 + 0) _ . 0.0 plf ► P1 P2 Wall ._ ( 14 psf) ( t3 + 01= 42.0 Floor = ( 0 psf) ( 0 + 0 ).= 0.0 R1 R2 D. L. of Beam . . . . . . . . . . . . . . . = 20.0 w 62.0 pif Fb = 1350 psi. M = 8001 ft -Ib= 96.01 in -k - S = Moment 1.250 Fb = 56.9. in A3 Reactions: *RL= 2760 lbs Fv = 85 psi ; d = 9.5 in. *RR= 2760 lbs V=. R(max)-(w*d)= 2711 lbs.. A= 1.5 V / 1.250 Fv = 38.3 in^2 Req'd Sec. Properties ProVd *S = 56.9 in^3 62.73 • Allow defl = L-/ 360 0.20 in *A = 38.3' sq. in. 52.25 E = 1.6 x 10**6 psi I = 162.0 in^4 392.96 1=5*M*L^2 /48*E*d= 162 in4 Estimated defl =0.082 in. file b6.wk4 U S E 6 x 10 W. C. D. F. # 1 M • 0 ESQ./FME, 'nii. STRUCTURAL ENGINEERS "Dutfield Residence"./ DUTFIELD FINANCIAL LLC La Quinta; California 13 -► P1 I P2 R1 R2 E Sheet 03 Date 06-12-00 _ JN. 500-2198 - Ridge Beam over Master Suite: Length = 20 ft. P1 = 0 lbs = 0 @ .L1 0 ft. P2 0 lbs = @12 = 0 ft. .w: Roof = ( 44 psf) ( 19.5/2' + 0 ) = 429.0 pif Wall =( 14 psf)( 1 + 0 ) = 14.0 Floor = ( 52 psf) ( 0 + 0 ) = 0.0 D. L. of Beam . . . . . . . . . . . . . = 15.0 w = 458.0 plf Fb = 1600, psi. M = 22900 ft -Ib= 274.8 in -k S =Moment/ 1.199 Fb = 143.3 in^3 Fv = 85 psi ; d = � 17.5 in. V = R(max)-(w*d)= 3912 lbs. Reactions: *RL= . 4580 lbs *RR= 4580 lbs A= 1.5 V / 1.199 Fv = 57.6 in^2 Req'd Sec. Properties Prov'd * S = 143.3 in^3 280.73 Allow defl = L / 360 = 0.67 in * A = 57.6 sq. in. . 96.25 E = 1.6 x 10**6 psi * I = 1545.8 in^4 2456.38 I=5*M*L^2 / 48*E*d= 1546 in^4 Estimated defl =0.420 in. U S E 6 x 18 W.C.D.F. #SS 14 Beam btwn Hallway & Master Suite:. Length = 8.5 ft. P1. = 4580 lbs= 4580 from BM#13 @ L1 = 2 ft. P2 _ lbs= . @ L2 = . 0 'ft. ♦t L1-2 ► w: Roof = ( 34 psf ) ( +10/2 + 0) _ 170.0 plf 0- P1 I P2 Wall = ( 14 psf ) ( 3 + 0) = 42.0 ..;m. :r <-, Floor = ( 0 psf ).( 0 + 0) = 0.0 R1 R2 D. L. of Beam . . . . . . . . . . . . = 20.0 w = 232.0 plf Fb = 2900 psi. M = 9100 ft -Ib= 109.2 in -k S = Moment 1.250 Fb = 30.1 in^3 Reactions: *RL= 4488 lbs Fv = 290 psi ; d.= 9.5 in. *RR= 2064 lbs V=- R(max)-(w*d)= 4305 lbs. A= 1.5 V / 1.250 Fv = 17.8 in^2 Req'd Sec. Properties Proved • Allow.defl = L / 360 = 0.28 in *S = *A = 30.1 .17.8 in^3 sq. in. 78.97 49.88 E= 2 x 10**6 psi * I = 208.8 in^4 375.10 =5*M*L^2 / 48*E*d= 209 in^4 Estimated defl =0.158 in. file b7.wk4 l USE 5.25 x 9.5.' PARALLAM PSL 2E "Dutfie ES11FIVIE, Inc. STRUCTURAL ENGINEERS Id Residence" / DUTFIELD FINANCIAL LLC La Quinta, California 15 Beam at Rear of Great Room Length = -15.5 ft: P1 = 2789 lbs = 44"26/2*19.5/2"0.5 L2 P2 = 0 lbs = ♦r1-►� . w: Roof _ ( 44 psf) ( +11/2. + 3 ) -► P1 P2 Wall = ( 14 psf) ( 0 + 0) _ F .,__. Floor = ( 52 psf) ( 0 + -0 _ R1 R2 D. L. of Beam . . . . . . . . . . . _ W = q6� L ► �-CT- -► P1 P2. R1 R2 Fb = 2900 psi. M = - 21727 ft -Ib= 260.7 in -k . - S = Moment / 1.229 Fb = 73.2 in^3 Fv = 290 psi ; d = 14 in. V = R(max)-(w*d)= . 4393 lbs. Sheet % Date 06-12-00. JN. 500-2198 @L1 = 5.5 ft. @ L2 = 0 ft. 374.0 plf 0.0 0.0 9n n 394.0 plf Reactions: *RL= 4853 lbs *RR= 4043 lbs A= 1.5 V / .1.229 Fv = 18.5 in^2 Req'd Sec. Properties Proved *S = 73.2 in^3 171.50 Allow defl = L / 360 = 0.52 in *A = 18.5 sq. in. 73.50 E = 2 x 10**6 psi * I = 909.3 in^4 1200.50 I=5*M*L^2 / 48*E*d= 909 in^4 Estimated deft =0.391 in. U S E 5.25 x 14 PARALLAM PSL 2E Transom Header in Front of Patio Length = 16.5 ft. P1 _ lbs= @ L1 = 0 ft. P2 = 0 lbs= @ L2 = 0 ft. w: Roof = ( 34 psf ) ( 15/2 + 0 ) _ 255.0 plf Wall = ( 14 psf ) ( 2 + 0 ) = 28.0 Floor = ( 0 psf ) ( 0 + 0) = 0.0 D. L. of Beam . . . . . . . . . . . . . = 25.0 W = 308.0 plf Fb = 2900 psi. M = 10482 ft -Ib= 125.8 in -k S = Moment 1.250 Fb = 34.7 in^3 Reactions: - *RL= 2541 lbs Fv = 290 psi ; d = 11.875 in. *RR=- 2541 lbs V= R(max)-(w*d)= 2236 lbs: A= 1.5 V / 1.250 Fv = 9.3 in^2 Req'd Sec. Properties Proved *S = 34.7 in^3 123.39 • Allow defl = L / 360 0.55 in *A = 9.3 sq. in. 62.34 E= 2 x 10**6 psi * I = 467.0 in^4 732.62 I=5*M*L^2 / 48*E*d= 467 in ^4 Estimated deft =0.351 in. file b8.wk4 U S E 5.25 x 11.9 PARALLAM PSL 2E "Dutfie ESI./FME, lnc. STRUCTURAL ENGINEERS fence" / DUTFIELD FINANCIAL LLC La Quinta, California ` Sheet5- Date 06-12-00 JN. 500-2198 17 Ridge Beam over Kitchen: Fb = 45.5 in^3 Reactions: Length = 29 ft. P1 = lbs = @ L1 = 5.5 ft. 290 psi ' P2 = 0 lbs = @ L2 = 0 ft. V= -rr�---►I w: Roof = ( 44 psf) ( 20.5/2 + 0) _ 451.0 plf -A= �� P1 P2 wall , _ (. .14 psf) ( 0.+ 0) = 0.0 Floor = ( .52 psf) ( .. 0 + 0) = 0:0 R1 R2n D. L. of Beam '. . . . . . .. . . . 20.0 * A = 13:2 sq. in. 62.34 E = W = 471.0 plf psi Fb = 2400 psi. " / 48*E*d= M = 49514 ft -lb= 594.2 in -k Estimated deft =0.380 in. Ffiie bg.w S = Moment / 1.184 Fb =. 209.0 in^3 Reactions: PARALLAM PSL 2E ` *RL= 6830 lbs Fv = 165 psi ; d - 19.5 in. *RR= 6830 lbs V = R(max)-(w*d)= 6064 lbs. A = 1.5 V % 1.184 Fv _ 46.5 in^2 Req'd Sec. Properties Provd • * S = 209.0 in^3• 427.78 - Allow defl •= L / .360 0.97 in * A = 46.5 sq. in. 131.63 E = 1.8 x 10**6 psi * 1 = 4307.7 in^4 4170.67 =5*M*L^2 / 48*E*d= 4308 in^4 Estimated deft =0.998 in. U S E 6.75 x 19.5 GLB COMB 24F -V4 w/ 1/2" camber 18 Flush Beam btwn Family Room & Great Room: Length.= 15 ft. P1. = lbs= @.,L1 = 0 ft. P2 = 0 lbs= @ L2 = 0 .ft. Ll ►I w: Roof ' _ ( 44 psf) ( 9.5/2 + 0) _ 209.0 plf �► 'Pi P2 Roof = ( 34 psf) ( 15/2 + 0) 255.0 Floor - 0 sf) 0 + 0 - 0.0 R1 R2n D. L. of Beam . . . : . . . 25.0 W = 489.0 plf Fb = 2900 psi.." M 13753 ft -Ib= 165 in -k S = Moment 1.250 Fb = 45.5 in^3 Reactions: *RL= 3668 lbs Fv = 290 psi ' ; d = 11.875 in. *RR= 3668 lbs V= R(max)-(w*d)= 3184 lbs... -A= 1.5 , V / 1.250 Fv = 13:2 in^2 Req'd Sec. Properties Prov'd *-S =. 45.5 in^3 123.39 Allow deft = L / 360 = 0.50 in * A = 13:2 sq. in. 62.34 E = 2 x 10**6 psi * 1 = 557.0 in^4 732.62 I=5*M*L^2 / 48*E*d= '557 in"4 . Estimated deft =0.380 in. Ffiie bg.w U S E 5.25 x. 11.9 i PARALLAM PSL 2E M +wE. S I. ESI/FME, In.c. STRUCTURAL ENGINEERS "Dutfield Residence" / DUTFIELD FINANCIAL LLC La Quinta, California Sheet Date 06-12-00 JN. 500-2198 19 Flush Beam btwn Dining room & Hallway: Length= .6.5 ft.' P1 = 0 lbs' = 0 . @L1 = 0 ft. P2 0 lbs = • I @L2 = -0 `ft. Z L1 w: Roof = ( 44 psf.) ( 15.5/2 + 0) 341.0 plf ~► P1 P2 Roof = ( 34 psf) ( 23/2, + 0) = 391.0 Floor = ( 52 psf) ( 0 + 0 y 0.0 R1 R2 D. L. of Beam . . . . . . . . . = 20.0 w' = 752.0 plf Fb = 1350 psi. M = 3972 ft -Ib= 47.66 in -k S = Moment / 1.250 Fb = 28.2 in^3 Reactions: ; *RL= 2444 lbs Fv = 85 psi ;d = 9.5 in. *,RR= 2444 lbs V= R(max)-(w*d)= .1849 lbs. A= 1.5 V / 1.250 Fv = 26.1 in^2 Req'd Sec. Properties Proed • - * S, = 28.2 in^3 62.73 Allow defl = L / 360 0.22 in *A-= . 26.1 sq. in. 52.25 E = 1.6 x 10**6 psi 1 = 87.1 in^4 392.96 I=5*M*L"2 / 48*E*d= 87 in^4 Estimated deft =0.048. in. U S E 6 x 10 W.C.D.F. •# 1 20 Beam btwn Great Room & Dining Room: Length = 9 ft. P1 1361 lbs= 44*(13:5/2+1.5)*7.5/2 @ L1 = 1.5 ':ft: L2 P2 = 1980 lbs= 44*(18/2)*10/2 @ L2 '4 ft. LI w: Roof = ( 44 psf) ( 12.5/2 + 0) = 275:0 plf ► P1 P2 Wall = ( 14 psf) ( 3 + 0) _ 42.0. a Floor = ( 0 psf) ( 0,+ 0) = 0.0 R1 R2v D. L. of Beam . . . . . . . . . = 20.0 w, = 337.0 Olf Fb =' 2900 psi. a M = 9514 'ft -Ib= 114.2 in -k S = -Moment 1.250 Fb = 31.5 in^3 Reactions: *RL= 3751 lbs Fv = 290 psi ; d = 9.5 in. *RR= 2623 lbs. V = R(max)-(w*d)= 3484 lbs. A=. 1.5 V / 1-.250 Fv 14.4 in "2 Req'd Sec. Properties Provd *S = 31.5 in A3 76.97 • Allow deft = L / 360 = 0.30 in *A = 14.4 sq. in. 49.68 E = : 2 x 10**6-psi - * I = 231.2 in A4 375.10 I =5*M*L^2 / 48*E*d= 231 in^4 Estimated defl =0.185 in. file blo.wk4 U S E 5.25 x 9.5 . PARALLAM PSL 2E • t ESI./FM.E-, Inc. STRUCTURAL ENGINEERS "Dutfield Residence"-/ DUTFIELD FINANCIAL LLC La Quinta,, California Sheet % Date .06-12-00 JN. 500-2198 21 .-Beam btwn Entry Foyer & Hallway #1: 44 psf )' ( 12.5/2. + 0) _ 275.0 plf Length = 8 ft. Wall = ( '10 psf) ( 6 + 0) _ P1 = 0 lbs = 0 @L1 = 0, ft. Floor = ( P2 = 0 lbs = @ L2 0 ft. - Ct ►I w: Roof = ( 34 psf) ( 14/2 + 0) _ 238.0 plf - P1 P2 Wall = ( 10 psf) ( 6,t 0•) = 60.0 Floor = ( 52 psf) ( 0 + 0) = 0.0 R1 R2 D. L. of Beam . . . . . . . . . . . . . . . = 20.0 V = . R(max)-(w*d)= 2512 lbs. w = 318.0 plf Fb = 1350 psi. - Fv = 10.4 in ^2 M. = 2544 ft -Ib= 30.53 in -k Prov'd S = Moment/, 1.250 Fb = 18.1 in^3 Reactions: *S = 21.4 in^3 *RL= 1272 lbs Fv = 85 psi ; d = 9.5 in. *RR= 1272 lbs 0.33 in V= R(max)-(w*d)= 1020 lbs. 49.88 A= 1'.5 V / 1.250 Fv = 14.4in^2 Req'd Sec. Properties Prov'd • * I = 174.8 in^4 *S = 18.1 in^3 82.73 _ Allow deft =.L / 360 0:27 ,in *A = 14.4 sq. in. 52.25 E = 1.6 x 10**6 psi I _ 68.7 in^4 392.98 U S E I=5*M*L^2 / 48*E*d= 69 in ^4 Estimated dell =0.047 in. U S E 6 x 10 W.C.D.F. # 1 22 Beam btwn Great Room & Foyer: Length = 10. ft. P1 = 1272 lbs= 1272 from BM#21 @ L1 = 8 ft. P2 = lbs--; @ L2 = 0 ft.. r�►� w: Roof _ ( 44 psf )' ( 12.5/2. + 0) _ 275.0 plf -► P1 P2 Wall = ( '10 psf) ( 6 + 0) _ 60.0 :.,=<,,v _ <.G ; Floor = ( 0 psf)-( 0 + 0) = 0.0 R1 R2 D. L. of Beam . . . . . = 20.0 w = 355.0 plf Fb = 2900 psi. r M = 6473 ft -Ib= 77.67 in -k S = Moment 1.250 Fb = 21.4 in^3 Reactions: *RL= 2029 lbs Fv = 290 psi ; d = 9.5 in.* *RR=, 2793 lbs V = . R(max)-(w*d)= 2512 lbs. A,=. 1.5 V / 1.250. Fv = 10.4 in ^2 Req'd Sec. Properties Prov'd *S = 21.4 in^3 78.97 • Allow defl = L / .360 = 0.33 in *A = 10.4 sq. in: 49.88 E _ ` 2 x 10**6 psi' * I = 174.8 in^4 375.10 =5*M*L^2 / 48*E*d= 175 in ^4 Estimated defl =0.155 in. file b10.wk4 U S E 5.25 x 9.5 PARALLAM PSL 2E. M' ).E� S I: EST/ FME, In. c'. STRUCTURAL ENGINEERS Sheet Date 06-12-00 JIV. 500-2198 "Dutfield Residence" / DUTFIELD FINANCIAL LLC La Quinta, California 23 Flush Ridge Beam over Great Room: Length = 11.5 ft. -Pl. = lbs = @L1 = 5.5 ft. P2 0 lbs = @ L2 = 0 ft. � C w: Roof _ ( 44 psf) ( 25/2 + 0 ) = 550.0 plf �► P1 P2., Wall _ ( 14. psf) ( 0 + 0 ) = 0.0 Floor = ( 52 psf) ( 0 + 0 ) = 0.0 R1 R2 D. L. of Beam . . ... . . . . . . . . . = 20.0 w = 570.0 plf Fb = 2900 psi. M = 9423 ft -Ib= 113.1 in -k S = Moment / 1.250 Fb = 31.2 in^3 Reactions: *RL= 3278 lbs , FV = 290. psi ; d'= 9.5 in. *RR= 3278 lbs V = R(max)-(W*d)= . .2826 lbs.`. A = 1.5 -V / 1.250 Fv = 11.7 in^2 Req'd Sec. Properties Prov'd • *S = 31.2 in^3 78.97 Allow deft = L / 360 _ 0.38 in *A = 11.7 sq. in. 49.88 E= 2 x 10**6 psi * I = 292.6 in^4 375.10 I=5*M*L^2 / 48*E*d= 293 in^4 Estimated defl =0.299 in. U S E 5.25 x 9.5 PARALLAM PSL 2E 24 Trellis Beam at Rear Patio: Length = 15.5 ft. . P1 = lbs= @ L1 0 ft. P2 =. 0 lbs= @ L2 _ 0 ft. �� ► w: Roof = ( 34. psf ) ( 14/2 + 0 ) = 238.0 plf P1 P2 _ Wall = ( 14 psf ) ( 0 + 0 ) = 0.0 Floor = ( 0 psf ) ( 0 + 0 ) = 0.0 R1 R2 D. L. of Beam = 25.0 w = 263.0 plf Fb = 1350 psi. M = 7898 ft -Ib= 94.78 in -k S = Moment 1.250 Fb = 56.2 in^3 Reactions: *RL= 2038 lbs Fy _ . 85 psi ; d = 11:5 in. - *RR= 2038 lbs - V = R(max)-(w*d)= 1786 lbs. A = .1.5 V / '1.250 Fv = 25.2 in^2 Req'd Sec. Properties Prov -d • Allow defl = L / . 360 =. 0.52 in *S = 56.2 in^3 121.23 *A = 25.2 sq. in. 83.25 E = 1.6 x 10**6 psi * I = 413.2 in^4 697.07 I =5*M*L^2 / 48*E*d= 413 in^4 Estimated defl =0.306 in. file b12.wk4 U S E 6 x .12 W. C. D. F. # 1 Sheet Date : 06-12-00 JN.. 500=2198 RISA=2D (R) Version 4.01 ESI/FME,.Inc., Structural Engineers 1921 E. Carnegie Avenue,=#3J Santa Ana, CA 92705' &too --------------------------------------- Units.. ..... :.'. Steel Code.. ...........:......... Allowable Stress Increase Factor.. Include Shear Deformation......... No. of -Sections -for Member Calcs.. Do Redesign ....................... P -Delta Analysis Tolerance........ US Standard AISC 9th Edition ASD 1:333 Yes 5 Yes 0.50% _________________________< Joint Coordinates >______________________=_____ Joint X Y Joint No Coordinate Coordinate'' .'�,Tem*perature -------=---------- ft-- ---------- ft ------------ ZF------------------- --------- 1 0.000. 0.000 0.00 2 13'.000 4.000 0.00. 3 .26..000 0.000 0.00 ________________< Boundary Conditions Joint ------ Translation ---_--- No X Y Rotation • --K/in-------- K/in-=----K-ft/rad-------------------- 1 Reaction Reaction 3' Reaction Materials General >___________________________ Material Young's Shear Poisson's Thermal Weight Yield Label Modulus -Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi----------------10^5ZF---- K/ft3------- Ksi------ STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 Section. Database Material As As I I T Label Shape Label Area' 0,2 1,3 1,3 0,2 C ------------------------------ in^2---------------- in^4----------- in^4-------- SEC W10X45 STL 13.30 1.2.1.2 53.40 248.00 -------- Members -__< >--------------------------------- -------------------------------------- Memb Joints Rotate Section Releases Offsets Inactive? No. I J :.90i Set I:AVM J:AVM I -End J -End Label Length --------------------------------------------in-------in---------------ft---- 1 1 2 SEC 13.60 2 2-.' 3 SEC 13.60 AISC,NDS Parameters Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out. in CH o i • - =----------------ft------ft------ft-----------=----------------------- 1360 1 SEC . 2 SEC 13.60 Job Z/9 Page:, 1 Date: 9/17/98. File: US Standard AISC 9th Edition ASD 1:333 Yes 5 Yes 0.50% _________________________< Joint Coordinates >______________________=_____ Joint X Y Joint No Coordinate Coordinate'' .'�,Tem*perature -------=---------- ft-- ---------- ft ------------ ZF------------------- --------- 1 0.000. 0.000 0.00 2 13'.000 4.000 0.00. 3 .26..000 0.000 0.00 ________________< Boundary Conditions Joint ------ Translation ---_--- No X Y Rotation • --K/in-------- K/in-=----K-ft/rad-------------------- 1 Reaction Reaction 3' Reaction Materials General >___________________________ Material Young's Shear Poisson's Thermal Weight Yield Label Modulus -Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi----------------10^5ZF---- K/ft3------- Ksi------ STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 Section. Database Material As As I I T Label Shape Label Area' 0,2 1,3 1,3 0,2 C ------------------------------ in^2---------------- in^4----------- in^4-------- SEC W10X45 STL 13.30 1.2.1.2 53.40 248.00 -------- Members -__< >--------------------------------- -------------------------------------- Memb Joints Rotate Section Releases Offsets Inactive? No. I J :.90i Set I:AVM J:AVM I -End J -End Label Length --------------------------------------------in-------in---------------ft---- 1 1 2 SEC 13.60 2 2-.' 3 SEC 13.60 AISC,NDS Parameters Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out. in CH o i • - =----------------ft------ft------ft-----------=----------------------- 1360 1 SEC . 2 SEC 13.60 • 0 • RISA -2D (R) ESI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J Santa Ana, . CA 92705 '. Version -.4.01, i Job ,Page: -..2 Date: 9/17/98 File: Load. -Case Data.>= ------------------------- Basic__ BLC Basic. Load Case Load Type Totals No. Description. { Nodal . Point Dist. - 1 - - - - - - - - - - - - - - - - - - - I- - - - - - - - - - - - - - - - - - - - - --------------------------- , ------- Joint - - - - - - Joint Loads/Enforced'Displacements,'BLC 1 >========F======= Joint 'Is 'this a Load or. -Direction** Number a Displacement?. (X,Y,Mz) Magnitude ----------=-----------------------=-------------------K,K-ft,in,rad--------- 2 L Y ' : • -6.864 Patterns Pattern Magnitudes Locations Label Dir Start End Start. End -------------------&/eft-F-=--------K/ft;F-------- ---ft or o ------- ft .or A- --UNIFORM Y 1.-000 -1.000 0.000 0.000 Load,Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1- GRAVITY LOAD 11 1 ------------ Dynamics.Input: Number of Modes...... .... 3 Load Combination Number.... 1 Acceleration of Gravity:... 32.20 - ft/sec^2 Convergence Tolerance.....:. 0.001 'Converge Work Vectors... '. No ===============<'Joint-Displacements, LC 1 GRAVITY LOAD Joint +------- Translation -------+ Rotation No X Y Oz -------------in ------- ----=-in ------------rad ------------- --------- ------=- 1 - 0.000 0.000 -0.00608 2 0.199 -0.-648 0.. 00000 3 0.398 0.000 0.00608 Story Drift, LC 1 : GRAVITY LOAD'>====================. Story +--- X Direction --=+ No. Joint Drift % of Ht ---------------in----------------------------------------------------------- No Stories Defined... RISA -2D (R) ESI/FME, Inc., Structural Engineers .1921 E. Carnegie Avenue, #3J' Santa Ana,,CA 92705 • Version 4.01 2 Z Job : / Page:, 3 Date: 9/17/98 File: - ________________-=r-Reactions, LC. 1.: GRAVITY. LOAD >===__________________ Joint +--------- Forces ----------+ Moment No X Y, Mz ------------- K -------------- K ------------- K -ft ------------------ ------------ 1 0.00 3.43 0.00 3• 0.00 3.43 0.00 Totals: 0.00 6.86 Center of Gravity Coords (X,Y,Z) '(ft) 13.000, 4.000, 0.000 Member 'Section Forces, LC '1 GRAVITY LOAD >======== Member Joints Section I - J Axial Shear Moment ---------------------------- K -------------- K ------------ -K-ft--------------- 1 1- 2 1 1.01 3.28 0.00 2 1.01. 3.28 -11.15 3 1.01 3.28 -22.31 4 1.01 3.28 -33.46 5 ---------------------------------------=------------------------------------ 1.01 3.28 -44.62 2 2- 3 1 1.01 -3.28 -44.62 2 1.01 -3.28 -33.46 3 1.01 -3.28 -22.31 • - 4 1.01 -3.28 5 1.01 -3.28 0.00 --===============< Member Stresses, LC 1 GRAVITY LOAD Member Joints Section Bending Bending I - J Axial Shear .Top Bottom --------------------------=Ksi----------- Ksi----------- Ksi---------- Ksi----- 1. 1 2.1 0.08 1.11 0.00 0.00 2 0.08 1.11 2.73 -2.73 3 0.08 1.11 5.45 -5.45 4 0.08 1.11 8.18 -8.18 5 ---------------------------------------------------------=-----=------------ 0.08 1.11 10..90 -10.90 2 2. 3.1 0.08 -1.11 10.90 -10.90 2 0.08 -1.11 8.18 -8.18' 3 0.08 -l.11 5.45 -5.45 4 0.08 -1.11 2.73 -2.73. 5 ---------------- ------------------------------------------------------------ 0.08. -1.11 0.00 0.00 ________________< Member Deflections, LC 1 GRAVITY LOAD.>================ Member Joints Section I - J. x y L/ n • -------------- -------------- in ---------- in- ------------------------------- 1 1 2 1 0.000 0.000 NC 2 0.000 -0.247 2106.9 3 0.000 -0.463 1316.8 .• • ESI./FME, Inc.. STRUCTURAL ENGINEERS "Dutfield Residence " / DUTFIELD FINANCIAL LLC La Quinta, California Sheet Z3 Date: 06-1.2-00 JN. 500-2198 TRANSVERSE: @ Guest Room #3 & #4 Wind: . . . . _ ( LATERAL .ANALYSIS . psf)( 14 - - 5 ) Wind. Load . _ ( 70 mph/ Exp. C ) = 1.106, x 1.3 x' 12.6 = 17.4 psf **Seismic Load based on 1997 UBC, Zone 4 psf)(+10/2 )( 2) _ _ ( The total design base shear need not exceed the. following: 14 .v = [(3 * Ca/R) / 1.4]*W = [(3 * 0.44/4.5)/ 1:4]*W= 0.210 W , UBC 1612.3.1, 1630.2.1 LONGITUDINAL: @ Guest Room #3 & #4 12 psf)( ) _ Wind: _ ( 17.4 ,psf)( 12.5 - 5 ) = 130 plf for Wind Loads Seismic: Roof = ( 28 :psf)( 22 ) = 616 Perpend. Wall = ( 14 psf)( +10/2 )( 2) = 140 _ ( 10 psf)( +10/2 )( 1) _ -50 Parallel Wall = ( 14 psf)( +10/2 * o / 32) = 0 _ ( 10 psf)( +10/2 * 44*2 / 32) = 138 Floor= ( 12 psf)( ) = 0 944 x( 0.2095 )_ 198 plf ....Controlling Lateral Force: 198 plf (S ) TRANSVERSE: @ Guest Room #3 & #4 Wind: . . . . _ ( 17.4 psf)( 14 - - 5 ) Seismic: Roof = ( 28 psf)( 41 ): _ Perpend. Wall =. ( 14 psf)(+10/2 )( 2) _ _ ( 10: psf)( +10/2 )( 2) _ Parallel Wall = ( 14 psf)( 2*10/2 * 32 / 14) _ - ( 10 psf)( +10/2 * 16 / 14) _ Floor= ( 12 psf)( ) _ ----> ...Controlling Lateral Force: ESUFME file: 2198L1.WK4 156 plf for Wind Loads 1148 .140 , 100 320 57 .0 1765 x( 0.2095 )_ 370 plf (S ) 370 plf - Sheet .2 Date 06-12-00 JN. .ion -9 198 "Dutfield Residence "'l �DUTFIELD FINANCIAL LLC @ Golf Cart La Quinta; California LATERAL ANALYSIS 17.4 psf)( 12 - 4.5 ) Wind Load . _ (. 70 mph/ Exp.. C ) = 1.06 x 1.3. x 12.6 = 17.4 psf **Seismic Load based on 1997 UBC, Zone 4 28 psf)( 23) The total design base shear need not exceed the following: 644 V = [(3 * Ca/R) /.1'.4]*W = [(3 * 0.44/4.5)/ 1.4]*W= 0.210 W , UBC 1612.3.15 1630.2.1 LONGITUDINAL: @ Golf Cart 63 Wind: . • _ ( 17.4 psf)( 14- 4.5 ) = 165 plf for Wind Loads Seismic: Roof = ( 28 psf)( 21 ) _ 588 Perpend. Wall = ( 14 psf)( +9/2 )( 1) _ 63.: _ ( 10 psf)( 0 )( 1) = -0' ... Parallel -Wall = ( 14 psf)( +9i2 * 19 / 23) = 52 10 psf)( 0 * 0 / 23) _ - 0 _" . Floor= (_ 12 psf)( ) _ 0 • 703 x( 0.2095 )= 147 plf —Controlling Lateral Force: 165 -plf (W ) TRANSVERSE: @ Golf Cart Wind: _ ( 17.4 psf)( 12 - 4.5 ) = 130 .plf for Wind Loads Seismic: Roof = ( 28 psf)( 23) = 644 Perpend:Wall = ( 14 psf)( +9/2 )( 1) = 63 _ ( 10 psf)( 0 )( 0) = 0 Parallel Wall = ( 14 psf)( +9/2' * 23 / 19) _ 76 _ ( 10 psf)( 0 * 0. /. 19 .) _" 0 Floor= ( 12 psf)( ) = 0 ----> 783 x(, 0.2095 )= 164 plf ...Controlling Lateral Force: 164 "plf (S ) ' ESI/FME file: 2198L2.WK4 • i Sheet 2 j Date 06 -12 -00 - JN. 500-2198 "Dutfield Residence " / DUTFIELD FINANCIAL LLC La Quinta, California „ LATERAL ANALYSIS Wind Load. _ ( 70,'mph/ Exp.. C ) = 1.06 x 1:3 x 12.6 = 17.4 psf **Seismic Load based on 1997 UBC, Zone 4 The total design base shear need not exceed the following: V = [(1* Ca/R)-./ 1.4]*W = [(3 * 0.44/4.5)/ 1.4]*W= 0.210 W , UBC 1612:3.1; 1630.2.1 LONGITUDINAL: @ Garage Wind: _ (. 17.4 'psf)( 12 - 4.5 ) = 130 plf for Wind Loads Seismic: Roof _ ( 28 psf)( 24 ) = 672 Perpend. Wall = ( 14 ,psf)( '0 )( '0 ) = 0 . 10 'psf)( +9/2 )( 1 ) = 45 .Parallel Wall = ( 14 psf)( +9/2 * 24 / 26 ) = 58 /I\ Floor= ( 12 psf)( 0. • .775 x(, 0.2095 )_ 162 plf ...Controlling Lateral Force: 162 plf (S ) TRANSVERSE: @ Garage Wind: _ ( 17.4 psf)( .14.5 - 4.5 ) _ 174 plf for Wind Loads. Seismic: Roof = ( 28 psf)( 26) = 728 Perpend. Wall .= ( 14 psf)( +9/2- )( 1) = 63 Parallel Wall _ ( 14 psf)( o * 01 / 24.) _ ` - 0 _ ( 10 -psf)( +9/2 26 / 24) = 49 Floor= ( 12 psf)( ) . = 0 ----> 840 x( 0.2095 )_ 176 plf ...Controlling Lateral Force: 176 plf (S ) ESWME file: 2198L3.WK4 Sheet Z 6 Date 06-12-00 JN. 500-2198 "Dutfield Residence " / DUTFIELD FINANCIAL LLC La Quinta, California : LATERAL ANALYSIS Wind Load . _ ( 70 mph/ Exp.. C ) _ 1.06 x . 1.3 x 12.6 = 17.4 psf **Seismic Load based on: 1997 UBC, Zone 4 The total design base shear need not exceed the following: V = [(3 * Ca/R) / 1.4]*W = [(3 * 0.44/4.5)/ 1.4]*W= 0.210 W , UBC 1612.3.1, 1630.2.1 LONGITUDINAL: @ Guest Room #1 Wind: _ ( 17.4 psf)( 14 - 7 ) = 122 plf for Wind Loads . Seismic: Roof = ( 28 psf)( 21 ) = 58.8 Perpend. Wall = ( 14 psf)( 0 )( 0 - 0 _ ( 10 psf)( +9/2 2) = 90 Parallel Wall = ( 14 psf)( 9/2*2 * 21 / 28) _ 95 _ ( 10 psf)( +9/2 * 21 / 28) _ 34 • x( 0.2095 )_ 169 plf 806 ....Controlling Lateral Force: 169 plf (S ) TRANSVERSE: @ Guest Room #1 Wind: _ ( 17.4 psf)( 15.5 - 4.5 ) = 191 plf for Wind Loads Seismic: Roof = (• 28 psf)( 28) _ 784 Perpend. Wall =,(. 14 psf)( +9/2. )( 2) = 126 ( 10 psf)( +9/2 )( 1) _ .45 Parallel Wall = ( 14 psf)( 0* 0 / 21 ) = 0 _ ( 10 psf)( 9/2*2 * 28./ 21 ) _ ` 120 ----> x( 0.2095 )_ 225 plf 1075 ...Controlling Lateral Force: 225 Of (S ) Sheet 0 Date 06-12-00 JN. 500-2198 "D_utfield Residence " / DUTFIELD. FINANCIAL LLC La Quinta, California i LATERAL ANALYSIS Wind Load. _ ( 70 mph/ Exp. C -) _ 1.06 x 1.3 x -12.6 = 17.4 psf **Seismic Load based on 1997 UBC, Zone'4 " The total design base shear need not exceed the following: V = [(3 * Ca/R) / 1.4]*W = [(3 * 0.44/4.5)/ 1.4]*W= 0.210 W , UBC 1612.3.1, 1630.2.1 .. LONGITUDINAL: @ Master Bathroom & Hallway #1 . Wind: = ( 17.4 psf)( 12 - 5 ) = 122 plf for Wind Loads Seismic: Roof = ( 14 psf)( 35 ) = 490 Perpend. Wall = ( 14 psf)( . 0 )(' 0) = 0 _ ( 10;psf)( +10/2 )( 2.) _ . 100 Parallel Wall = ( 14 'psf)( +10/2 * 35 / 32) = 77 ( 10" psf)( 10/2*2 * 35 / 32) _, 109 • 776 x( 0.2095 )_ 163 plf ...Controlling Lateral Force: 163. plf (S" ) t TRANSVERSE: @ Master Bathroom & Hallway #1 Wind: . . . _ ( 17.4 psf)( 12 -. 5 ) = 122 plf for Wind Loads Seismic: Roof = ( 14 .psf)( 34.) = 476• Perpend. Wall = ( 14 psf)( +10/2 )( � 1) _ 70 _ ( 10 psf)( +10/2 )( 2) _ 100 Parallel Wall = ( -.14 psf)( o'* 0 / 35) _ 0 _ ( 10 psf)( 10/2*2 * 32 / 35) = 91 --=-> 737 x( 0.2095 )_ .1.55 plf ...Controlling Lateral Force: 155. plf ( S ESI/FME file. 2198L5.WK4 " Dutfield. Residence " / DUTFIELD FINANCIAL LLC La Quinta, California LATERAL ANALYSIS Wind Load. _ ( 70 mph% Exp. C ) = 1.08 x 1.3 x 12.6 = 17.7 psf C(avg) (1.:06*15+1.13"5)/20 1.078 **Seismic Load based on 1997 UBC, Zone 4 The total design base. shear need not exceed the following: V = [(3 * Ca/R)./ 1.4]*W = [(3 * 0.44/4.5)/ 1..4]*W= 0.210 W , UBC -1612.3.1j1630.2.1 LONGITUDINAL: @ Great Room . Wind:. .�. _ ( 17.7 psf)( 21.5 - 7.5 ) . = 248 plf for Wind Loads, Seismic: Roof = ( 28 psf)( '27.5' ) = 770 Perpend. Wall = ( 14 ,psf)( 15/2 )( 0 ) = 0 ( 10 psf)( 0 )( 0 ) _. 0 Parallel Wall = ( 14 psf)( o * - o / 34 ) = 0 _ ( 10, psf)( 15/2 * 28 / 34 ) = 62 • 832 x( 0.2095-)= 174 plf. ...Controlling Lateral Force: 248 plf, MY ' TRANSVERSE:. @ Great Room Wind: _ ( 17.7. psf)( 20.5 - 7.5 ) _ .230 plf for Wind Loads Seismic: Roof = ( 28 psf)( 34) = 952 Perpend.` Wall = ( 14 psf)( 0 )( 0) = 0. - _ ( 10' psf)( 15/2 ' )( 1) _ .75 Parallel Wall = (. 14 psf)( 15/2 * 34 / 28) _ 128 _ ( 10 psf)( 0 * 0 / 28) _ " 0 ----> 1155 x( 0.2095 )_. 242 plf ...Controlling Lateral Force: 242 plf (S') ESI/FME file: 2198L6.WK4 Sheet Date 06-12-00 [JN. 500-2198 "Dutfield Residence " / DUTFIELD FINANCIAL LLC La Quinta, California LATERAL ANALYSIS Wind Load. _ ( 70 mph/ Exp. C ) _ 1.08 x 1,•.3 x 12.6 = 17.7 psf C(avg). (1.06*15+1.13*5)/20 1.078 **Seismic Load based on ' 1997 UBC, Zone 4 The total design base shear need not exceed the following: V = [(3 * Ca/R) / 1.4]*W = [(3 * 0.44/4.5)/ 1.4]*W= 0.210 W , UBC 1612.3.1, 1630.2.1 LONGITUDINAL: @ Entry Foyer Wind:.: _ ( 17.7 psf)(, .15 - 6 ) _ 159 plf for Wind Loads Seismic: Roof ,= ( 28 psf)(. 12 ) = 336 Perpend. Wall = ( 14 psf)( +12/2 )( 11 ) = 84 _ ( 10 psf)( 0 )( 0 ) = 0 Parallel Mall = ( 14 psf)( 12/2*2 *. 8 / 26 ) = 52 _ ( 10 psf)( 12/2*2 * 8 . / 26 ) = 37 • 509 x( 0.2095 )_ 107 plf .,..Controlling Lateral Force: 159. plf (W) TRANSVERSE: @ Entry Foyer Wind: . . . . _.( -17.7 psf)( 13.5 - . 6 )' = 133 plf for.Wind Loads Seismic: - .Roof = ( 28 psf)( —26 26) = 728 . Perpend. Wall = ( 14,psf)( +12/2 )( 1) _ 84 _ ( 10 psf)( +12%2 )( 1 ) _. 60 Parallel Wall = ( .14 psf)( +12/2 * 26 / 12) _ 182 _ ( 10 psf)( 0 * . 0 / 12) = 0 ----> 1054 x( 0.2095 )_ 221 plf ...Controlling Lateral Force: 221 plf (S ) .ESUFME file: 2198L7.WK4 "Dutfield Residence " / .'DUTFIELD FINANCIAL LLC La Quinta, California LATERAL ANALYSIS @ Dining, Guest Suite #2, Laundry, & Pantry: Wind Load. . • _ ( 70 mph/ Exp. C ) _ 1.06 x 1.3 x. 12.6 17.4 psf C(avg) (1,06*15+1'.13*0)/15 1.060 **Seismic .Load based on 1997 UBC, Zone 4 Seismic: Roof = ( The total design base shear need not exceed the following: V = [(3 * Ca/R) / 1.4]*W = [(3 * 0.44/4.5)/ 1.4]*W= 0.210 W , UBC 1612.3.1, 1630.2.1 LONGITUDINAL: @ Dining, Guest Suite #2, Laundry, & Pantry: Wind: . . . . _ ( 17.4 psf)( 12 - 4.5 ) _ 130 plf for Wind Loads Seismic: Roof= ( 14 psf)( 36 ) _ 504 Perpend. Wall = ( 14 'psf)( 0: )( 0) = 0 _ ( 10 psf)( +9/2 )(. 3) _. 135 Parallel Wall =' ( 14 psf)(,+9i2 * .52 / 38) = 86 ( 10 psf)( 9/2*3 * 36,11. 38) = 128 • 853 x( 0.2095 )_ 179 plf ...Controlling Lateral Force: 179. plf (S) . F TRANSVERSE:.' @ Dining, Guest Suite #2, Laundry, & Pantry: .Wind: _ ( 17.4 psf)( 12 - 4.5 ) . = 130 plf for Wind Loads Seismic: Roof = ( 14, "psf)( 38) _ 532 Perpend. Wall = ( 14 psf)( +9/2 . )( 1) _ 63 10 psf)( +9/2 )( 3) _ 135 Parallel Wall = ( 14 -psf)( 0* 0. / 36-) _ 0 _ ( 10 psf)(-9/2*3 38 / 36) _ 143 ----> 873 x( 0.2095 )_ 183 plf ...Controlling Lateral Force:. 183 plf (S ) ESI/FME file: 2198L8.WK4 ESI./FME, Inca STRUCTURAL' ENGINEERS Sheet Date 06-12-00. JN. 500-2198 "Dutfield Residence " / DUTFIELD FINANCIAL LLC 17.4 La Quinta, California = LATERAL ANALYSIS Seismic: 'Roof = ( Wind Load . _ ( 70 ,mph/ Exp. C .) = 1.06 x 1.3 x 12.6 = 17.4 psf C(avg) (1.06*15+1.13*0)/15 '11.060 **Seismic Load based on 1997 UBC, Zone 4 14. The total design. base shear need .not exceed. the following: V = [(3 * Ca/R) /,1.4]*W =' [(3 * 0.44/4.5)/ 1.4]*W= 0.210 W , UBC 1612.3.1, 1630.2.1 LONGITUDINAL: @ Kitchen, Nook, and Family Room: 10. Wind: . . . . _ ( 17.4 psf)( 12.5 - 5 ) = 130 plf for Wind Loads Seismic: 'Roof = ( 28 psf)( 32 ) _ 896 Perpend. Wall = ( 14 psf)( +12/2 )( 2) = 168 , _ ( 10 psf)( 0 )( 0) _ 0 Parallel Wall=(. 14 psf)( +10/2. * 32 / 21 ) = 107 _ ( 10 psf)( +10/2 * 32 / 21 ) = 76' 0 ----> 1247 x( 0.2095 )_ 261 plf ....Controlling Lateral- Force:. 261 plf (S ) TRANSVERSE: @ Kitchen, Nook, and Family Room: Wind: _ ( 17.4 psf)( 15 - 5 ) = 174 Of. for Wind Loads Seismic: 'Roof = ( 28 psf)( 21) = 588 Perpend. Wall = ( 14. psf)( +10/2 )( 1 ). = 70 _ ( 10. psf)( +10/2, )( 1) _ . 50 Parallel Wall = ( 14 psf)( 12/2*2 * 21 / 32) = 110 _ ( 10 psf)( 0 * 0 / . 32°) = 0 ----> 818 x( 0.2095 )_ 171 plf ...Controlling Lateral. Force: 174 plf (W) ESI/FME file: 2198L9.WK4 ESI/FPa01E, Inc. STRUCTURAL ENGINEERS Sheet Date 06-12700 JN. 500-2198 "Dutfield Residence " / DUTFIELD FINANCIAL LLC La Quinta, California LATERAL ANALYSIS Wind Load. _ ( 70 mph/ Exp. C ) = 1.06. x 1.3 x 12.6 = 17.4 psf C(avg) (1.06*15+1.13*0)/15 1.060 **.Seismic Load based on 1997 UBC, Zone 4 The total design base shear need not, exceed the following: . V = [(3 * Ca/R) /'1.4]*W = [(3'* 0.44/4.5)/ 1:4]*W= 0.210 W , UBC 1612.3.1, 1630.2.1 LONGITUDINAL: @ Master Suite .Wind:. _ ( 17.4 psf)( 14- 6 ) _ 139 pif for Wind Loads Seismic: Roof = ( 28 psf)( 22 ) _. 616 _ . Perpend. Wall = ( 14 psf)( 14/2 )( 1) = 98 10 psf)( 14/2. )( 1) _ 70 Parallel . Wall = ( 14 psf)( +12/2' * 22 1 19) = 97 _ ( 10 psf)( o* 22 / 19) = 0 • x( 0.2095- )_ 185„ plf 881 ,..Controlling. Lateral Force: , 185 pif (S ) TRANSVERSE:. @ Master Suite Wind: _ (. 17.4 psf)( 16-- 6 ) _ 174 plf for Wind Loads , Seismic: Roof = ( 28 psf)( -21) = 588 Perpend., Wall = ( 14 psf)( +12/2. )( 2) _ 168 _ ( 10 psf)( 0 )( 0) = 0 Parallel Wall = ( 14 psf)( 1412 - * 19 ` / 22) = 85 10 ,psf)( 14/2 * 19': / 22) _ 60 . ----> x( 0.2095 )_ 189 plf, 901 ...Controlling Lateral Force: 189 pif (S ) ESI/FME file: 2198L10.WK4 Sheet Date . 06-12-00 j JN. 500-2198 "Dutfield Residence'./ -DUTFIELD FINANCIAL LLC La Quinta, California LATERAL ANALYSIS Wind Load . _ ( 70 mph/ Exp. C ) = 1.06 x 1.3 x 12.6 17.4 psf C(avg) (1.06*15+1.13*0)/15 1.060 **Seismic Load based on 1997 UBC, Zone 4 ; The total � design, base shear need not exceed the following: V = [(3 * Ca/R)'/ .1.4]*W = [(3 *0.44/4.5)/: 1.4]*W= 0.210 W , UBC 1612.3.1, 1630.2.1 LONGITUDINAL:. @ Rear Patio Wind: _' ( 17.4 psf)(. 3 - 0 • ) _ 52 plf for Wind Loads Seismic: Roof= ( 14 psf)(' 12 ) = 168 . Perpend. Wall = ( 14 psf)( 0 )( 0) = 0 _ ( 10 psf)(. 0 )(• 0) = 0 Parallel . Wall=( 14 'psf)( 0 * o'/ " _ 19) = 0 _(. 10 psf)( o* 0 / •`19 )_ 0. • = 168 x(• 0.2095 )_ 35 plf ,..Controlling Lateral Force: 52 plf (W) TRANSVERSE:. @ Rear Patio,.'. . Wind: . ... . = ( 17.4.,psf)( 3 - 0 ) _ 52 plf for Wind Loads Seismic: Roof= ( 14 psf)( 30) 420 Perpend.lNall = ( 14 psf)( 0)( 0) _ 0 ( 10 psf)( 0 X. '0) = 0 Parallel Wall = ( . 14 psf)(• 0* 0 / 1) _ 0 _ ( 10 psf)( 0 * : b / 1) = 0 . ----> " x( 0.2095 )_ 88 plf 420 —Controlling Lateral Force: 88 plf . (S) . Dutfield Residence / DUTFIELD FINANCIAL LLC La Quinta, CA . Evaluation of the `Lateral Analysis taking into account the reliability / redundancy factor, p (rho) and the 1.4 reduction factor per Jerry Neville of I.C.B.O. (lecturer of I.C.B.0. Seminar 102, phone number (562) ' 699-0541 ex. 3262) Per 1997 UBC section 1630.1.1: p (rho) _, 2 -( 20 / (rmax * Ab ^ 1/2)) 1997 UBC equation' 30-3 Ab = 7405 sq. ft. 7405 sq. ft. (ground floor area of structure) LONGITUDINAL: 22 WALL @ BTWN GREAT ROOM & MBA L- 10 ft r(max) = (load on wall.'* 101) / total load on house Ave. load'on house '= (22+14)*.1714 = , 7.54 psf • r(max) _ (5479)*(10/10)/(7.54*7405) 0.0981 p (rho) = 2-(20./( 0.0981 x 7405 ^0.5)) -0.368 Use p not less than 1.0 nor greater than 1.5. Use p 1 TRANSVERSE: 26 , WALL @ REAR OF GREAT ROOM: L= 5 ft r(max) = (load on wall * 10/L) / total load on house Ave. load on house = (22+14)*.1714 = 7.54 psf r(max) _ (4587)*(10/10)/(7.54*7405) 0.0822 p (rho) = 2-(20 /( 0.0822 x , 7405 ^0.5)) _ -0.829 -Usep not less'than 1.0 nor greater than 1.5. Use p = 1 ESI;/FME, Inc.. STRUCTURAL ENGINEERS Sheet Date 06-12-00 JN. 500-2198 "Dutfield Residence"/ Duffield Financial LLC La Quinta, California p - 1O Walls) @ Left of Guest Rm#3- BA#3: ' 1 from rho calcs LENGTH 13.5 ft - 4 ft + 0 = 9.50 ft LOAD = (- 198 lbs / ft) ( 9.0 ft/2 + 4 ) *p = 1683 lbs. SHEAR = TL. LOAD./ L= 1683 lbs / 9.50 ft. = 177 lbs / ft U S E 10 w. 5/8" dia. x 10 " A.B.'s Or 64 "o/c AB64 UPLIFT: L(Wall) = 13 '.50 ft. Wall Height = 9.00 ft. LOAD = 1683 lbs. ; . O. T. M. - 15147 ft -lbs .85*RM= 0.85*(14*12+14*9/2) . 13.50 ^2/2= 17892 ft -lbs N.M. = O.T.M. - R.M. = 15147 - 17892, _ -2745- ft -lbs UPLIFT = N.M. / LENGTH= -2745 / 13.50 = -203 lbs. NO HOLDOWNS REQUIRED - - _ PER POST. 0.85*RM= 0.85*(10*10+1'8*2) 2O WaII(s) @ Left of Guest Living Room: lbs [ft) ( 16.0 LENGTH = 7 ft - 0 ft +, 0 = •LOAD. _ ( 198 lbs / ft) (' 24.5 ft / 2 + 0) *p = SHEAR = TL. LOAD / L= 2426 lbs / 7.00 ft. _ U S . E 11-. w. * 5/8" dia. x 10 " A.B.'s Cc -D_ 32 "o/c UPLIFT:. L( Wall) = 7.00 ft. Wall Height _ dia. x 12 LOAD = '2426 lbs.. O. T. M. - _ PER POST. 0.85*RM= 0.85*(10*10+1'8*2) * 7.00 ^2/2= . N.M. = O.T.M. - R.M: 21830 - 2832.2 = UPLIFT = N.M. / LENGTH = 18997 / '7.00 = PROVIDE: (1) SIMPSON HTT16 PER POST. OWalls) @ Right of Guest Living Room: LENGTH = 5 ft - 0 ft + LOAD = ( 108 lbs [ft) ( 16.0 ft/2 +.. LOAD = ( 198*14/21 lbs / ft) ( 15.0 ft Q + SHEAR TL. LOAD / L= 2574 lbs / '5.00 ft. lbs. _= AB16X 20914 ft -lbs U S E 13- w. 5/8" dia. x 12 " A.B.'s 7.00 ft. 2426 lbs. 347 lbs-/ ft ' A632 9.00 ft. 21830 ft -lbs 2832' ft -lbs 18997 ft -lbs 2714 lbs. 0 = 5.00 ft 0) *p _ 1584 lbs. 0) *p = 990 lbs. = 515 lbs /ft 5.00 ^2/2= 2253 3x SILL 16 "o/c .0.85*(10*10+28*8/2) N.M. = O.T.M. - R.M.. = AB16X UPLIFT: L( Wall) = 5.00 ft. Wall Height, = 9.00 ft. LOAD _ 2574 lbs. O. T. M. = 23166 ft -lbs 0.85*RM= 5.00 ^2/2= 2253 ft -lbs • .0.85*(10*10+28*8/2) N.M. = O.T.M. - R.M.. = 23166 - 2252.5 = 20914 ft -lbs UPLIFT = N.M. / LENGTH= -20914 / 5.00 = 4183 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. file : 2198w1.M4 ESI./FME, Inc. STRUCTURAL ENGINEERS Sheet 73(, Date 06-12-00 JN. 500-2198 "Dutfield Residence"/ Duffield Financial LLC O L( Wall) = 12.00 ft. Wall Height La Quinta, California 0.85*RM= 0.85*(14*9+28*7/2) LOAD = 1381 lbs. O. T. M. _ p = 4O WaII(s) @ Right of Guest #4: (1) SIMPSON HTT22 - (1) 12.00 ^2/2= LENGTH = 10 ft - 2.5 ft + 0 = LOAD = ( 198*14/21 lbs / ft) ( 15.5 ft / 2 + 0) *p = SHEAR = TL. LOAD / L= 1023 lbs / 7.50 ft. _ U S E Aio w. 5/8" dia. x 10 " A.B.'s.@ ' 72 "o/c ' UPLIFT: L( Wall) = 10.00 ft. .Wall Height - _ LOAD = 1023 lbs. ; _' O. T. M. _. .85*RM= 0.85*(14*11+28*1) * 10.00 ^2/2=- N.M. = O.T.M. - R.M. _ 11253 - .7735 = UPLIFT = N.M. / LENGTH = 3518 / 10:00 NO HOLDOWNS REQUIRED U S E Wall(s) @ Rear of Guest #3: LENGTH = 12 ft - 0 ft + 0 = • LOAD = ( 370*17/41 lbs / ft) (- 18.0 ft/2 + 0 ) *p = SHEAR = TL. LOAD / L=* 1381 lbs / 12.00 ft. U S E Aio w. 5/8" dia. x 10 " A.B.'s 0- 72 "o/c UPLIFT: L( Wall) = 12.00 ft. Wall Height = 0.85*RM= 0.85*(14*9+28*7/2) LOAD = 1381 lbs. O. T. M. _ UPLIFT = N.M. / LENGTH = 0.85*RM= 0.85*(14*10+28*7/2) (1) SIMPSON HTT22 - (1) 12.00 ^2/2= 7735 N.M. = O.T.M. - R.M: = 13117 - 14566 = ft -lbs UPLIFT = N.M. / LENGTH = -1449 / 12.00 = NO HOLDOWNS REQUIRED 6O Wall(s) @ Front of Guest Room #3 & Rear of Guest Rm#4 LENGTH = 4 ft - 0 ft + 4.5 = LOAD = ( 370*17/41 lbs / ft) ( 18.0 ft/2 + 0 ) *p = LOAD = ( .370 lbs /ft) ( 14.0 ft/2 + 0 ) *p = SHEAR = TL. LOAD / L= 3971 lbs / 8.50 ft. _ U S E 12 w. -5/8" dia. x 12 " A.B.'s 24 "o/c UPLIFT: PROVIDE: file : 2198w2.wk4 L( Wall) = 4.00 ft. Wall Heigh LOAD = 1869 lbs. O. T.' M. 0.85*RM= 0.85*(14*9+28*7/2) lbs / ft N.M. = O.T.M.'-; R.M. = 16817 - UPLIFT = N.M. / LENGTH = 5294 15294- (1) SIMPSON HTT22 - (1) PER POST. t _ 4.00 ^2/2= 1523.2 = 4.00 = 1 from rho calcs 7.50 ft 1023 lbs. 136 lbs / ft A672 11.00 ft. 11253 ft -lbs 7735 ft -lbs 3518 ft -lbs 352 lbs. 12.00 ft 1381 lbs. 115 lbs / ft AB72 9.50 ft. 13117 ft -lbs 14566 ft -lbs -1449 ft -lbs -121 lbs. 8.50 ft 1381 lbs. 2590 lbs. 467 lbs / ft 3x SILL AB24X 9.00 ft. 16817 ft -lbs 1523 ft -lbs 15294 ft -lbs 3824 lbs. M ZE : S f.- • • ESI./0=ME, Inc..- STRUCTURAL nc.:STRUCTURAL ENGINEERS Sheet -7 Date 06-12-00 JN. 500-2198 "Dutfield Residence"/ Duffield Financial LLC Front of Guest #4: LOAD La Quinta, California LENGTH = 11 ft - 4 ft + 0 = p = 7O Wall(s) @ Front of BA#4 ft/2 + 0) *p = LENGTH = 16 ft - 4 ft + 0 = LOAD = (' 370*25/41 lbs / ft) ( 17.0 ft/2 + 0 ) *p = SHEAR = TL. LOAD/ L= 1918 lbs / 12.00 ft. _ U S E Aio w.. 5/8" dia. x 10 " A.B.'s 72 "o/c UPLIFT: L( Wall) = 16.00 ft. Wall Height = LOAD, = 1918 lbs. O. T. M. _ .85*RM= 0.85*(14*11+28*1) * 16.00 ^2/2= N.M. = O.T.M. - R.M. = 23012 - 19802 UPLIFT = N.M. / LENGTH= -3210.6 / 16.00 = NO HOLDOWNS REQUIRED 8O Wall(s) @ Front of Guest #4: LOAD 1733 lbs. LENGTH = 11 ft - 4 ft + 0 = LOAD = ( 370*16/41 lbs /ft) ( 14.0 ft/2 + 0) *p = SHEAR = TL. LOAD / L= 1011 lbs / 7.00 ft. _ U S E Aio w. 5/8" dia. x 10 " A.B.'s (uD_ 72 "o/c UPLIFT:. L( Wall ). = 11.00 ft. ;Wall Height = LOAD = 1011 lbs. O. T. M. _ 0:85*RM= 0.85*(14*9+28*7/2) * 11.00 112/2= N.M. _ -O.T.M. - R. M. = 9096.6 - 11519 = UPLIFT = N.M. / LENGTH= -2423 / 11.00 = NO HOLDOWNS REQUIRED 9O Wall(s)- @ Left of Golf Cart Garage: LENGTH = 6 ft - 0 ft + LOAD = ( 165 SHEAR = TL. LOAD / L= U S E ICT. lbs/ft) ( 21.0 ft/2 + 1733 lbs / 6.00 w. 5/8" dia. x 10 " A.B.'s P L( vvan = b.UU Ti. LOAD 1733 lbs. 0.85*RM= 0.85*(14*9+28*4/2) N.M. ' _ ' O.T.M. - R.M. _ UPLIFT = N.M. / LENGTH= PROVIDE: (1) SIMPSON HTT16 file : 2198w3.wk4 0 = 0 ) *p = 40 "o/c Wall Height = O. T. M. _ * 6.00 "2/2= 15593, - 2784.6 = 12808 / 6.00 . _ PER POST. 1 from rho calcs 12.00 ft 1918 lbs. 160 lbs / ft 9.00 AB72 12.00 ft. 23012 ft -lbs 19802 ft -lbs 3211 ft -lbs 201 lbs. 7.00 ft 1011 lbs. 144 lbs / ft 9.00 AB72 9.00 ft. 9097 ft -lbs 11519 ft -lbs -2423 ft -lbs -220 lbs. 6.00 ft 1733 lbs. 289 lbs / ft A640 9.00 ft. 15593 ft -lbs 2785 ft -lbs 12808 ft -lbs 2135 lbs. ESI./SME; Inco STRUCTURAL ENGINEERS Sheet 68 Date 06-12-00 JN. 500-2198 "Duffield Residence"/ Duffield Financial LLC La Quinta, California p = 10 Wall(s) @ Right of Golf Cart Garage: . . LENGTH 2.5 ft - 0 ft + 2.5 = LOAD = ( 165 lbs /,ft) ( 21.0 ft / 2 + 0.) *p = SHEAR = TL. LOAD/ L= 1733 lbs / 5.00 ft.. _ U S. E A,, w. 5/8" dia: x 10 " A.B.'san 32 "o/c UPLIFT: L( Wall) = 2.50 ft. -Wall Height = PROVIDE: 11 Walls) @ LENGTH = LOAD = 866 lbs. .85*RM= 0.85*(14*11+28*1) M. = O.T.M. - R.M. = UPLIFT = N.M. / LENGTH = (1) SIMPSON HTT16 Rear of Golf Cart Garage: 6 ft = 0 O.T.M. _ * 2.50 ^2/2= 6930 - 483.44 = 6446.6 / - 2.50 = PER POST. 1 from rho calcs 5.00 ft 1733 lbs. 347 lbs / ft 24.0 AB32 8.00 ft. 6930 ft -lbs 483 ft -lbs 6447 ft -lbs... 2579 lbs. ft + 6 12.00 ft • LOAD = ( 164 lbs / ft) ( 18.5. ft/2 + LOAD = ( 176 lbs /ft) ( 24.0 ft/2 + SHEAR = TL. LOAD/ L= 3629 lbs / 12.00 ft. ft -lbs UPLIFT = N.M. / LENGTH= 1'3546 / 6.00 = 2258 lbs. U S E A,, w. 5/8" dia. x 10 " A.B.'s 0- 0 ) *p 1517 lbs. 0 ) *p = 2112 lbs. 302 lbs /ft 32 "o/c AB32 UrLlr 1: L( vva11) = t).UU n. -vvan helgnt = 9.00. ft. LOAD = 1815 lbs. O. T. M. = 16331 ft -lbs 0.85*RM= 0.85*(14*9+28*4/2).* 6.00 12/2= 2785 ft -lbs N.M. = O.T.M. - R.M. _ 16331 - 2784.6 = 13546 ft -lbs UPLIFT = N.M. / LENGTH= 1'3546 / 6.00 = 2258 lbs. PROVIDE: (1) SIMPSON HTT16 PER POST. 12 Wall(s) @ Front of Golf Cart Garage: LENGTH . _ 8 ft - ,0- ft + 0 = 8.00 ft LOAD = ( 164 lbs /ft) ( 18.5 ft / 2 + 0) *p = 1517 lbs. SHEAR = TL. LOAD / L= 1517 lbs / 8:00 ft. = 190 lbs /ft U S E 10 w. 5/8" dia. x 10 " A.B.'s 56 "o/C AB56 UPLIFT: L(Wall) = 8.00 ft. Wall Height = 9.00 ft. LOAD = . 1517 lbs. O. T. M. _ . 13653 ft -lbs 0.85*RM= 0.85*(14*9+28*18.5/2) * 8.00 ^2/2= 10472 ft -lbs •N. M. = O.T.M: - R.M. = 13653 - 10472 3181 ft -lbs UPLIFT = N.M. / LENGTH = 3181 / 8.00 = 398 lbs. NO HOLDOWNS REQUIRED 1le : 2198w4.wk4 Sheet Date. 06-12-00 JN. 500-2198 "Duffield Residence"/ Duffield Financial LLC La Quinta, California p = 1 from rho calcs 13 Wall(s) @ Left of Two Car Garage: LENGTH = 12 ft - 2 ft + .0 = 10.00 ft LOAD = ( 162 lbs / ft) ( 22.0 ft /2 +. 0 ) *p = 1782 lbs. SHEAR = TL. LOAD/ L= 1782 lbs / 10.00 ft. = 178 lbs / ft U S E A \0 w. 5/8" dia. x 10 " A.B.'s @ 64 "o/c A664 UPLIFT: L( Wall) _ 12.00 ft. Wall Height = 9:00 ft. LOAD = 1782 lbs.. O. T. M. = 16038 , ft-lbs .85*RM= 0:85*(14*9+28*24/2). * 12.00 ^2/2= 28274 ft-lbs N.M. _' O.T.M. - R.M. = 16038 - 28274 = -12236 ft-lbs UPLIFT = N.M. / LENGTH" -12236 / 12.00 = _-1020 lbs. NO HOLDOWNS .REQUIRED 14 Walls) @ Right side of Two Car Garage: LENGTH = 2.5 ft - 0 ft + 0 = 2.50 ft • LOAD = ( 162 lbs /ft) ( 22.0 ft/2 + 0 .) *p = 1782 lbs. SHEAR­ TL. LOAD/ L= 1782 lbs / 2.50 ft: = 713 lbs / ft 3x SILL U S E 15 w. 5/8" dia.x 12 " A.B.'s ; 16 "o/c AB16X UPLIFT: ' .L( Wall) = 2.50 ft.. " Wall Height = 8.00 ft. LOAD = 1782 lbs. O. T. M. = 14256 ft-lbs . 0.85*RM= 0.85*(10*9).. * . 2.50 ^2/2= 239 ft-lbs N.M.- = O.T.M. - R.M. = 14256 - 239.06 = 14017 ft-lbs UPLIFT = N.M. / LENGTH= 14017 / 2.50 = 5607 lbs. PROVIDE: (1) SIMPSON HD8A PER POST. 15 Walls) @ Rear of Garage; LENGTH = 7 ft - 0 -ft + '' 15 = 22.00 ft LOAD = ( 1:76 lbs / ft) ( 24.0 ft/2 .,+ 'ft 0) *p = 2112 lbs. LOAD _ ( 183 lbs / ft). ( 22.0 /'2 + .0 *p = 2013 lbs.. SHEAR = TL. LOAD / L= 4125 lbs / . 22.00 ft. = 188 lbs / ft U S E 10 w. 5/8" dia. x 10 "A.B.'s 64 "o/c A664 UPLIFT:" L( Wall) = 7.00 ft. Wall Height = 9.00' ft. LOAD = 1313 lbs. O. T. M. = 1.1813 ft-lbs 0.85*RM= 0.85*(14*9+28*4/2) 7.00 ^2/2= 3790 ft-lbs • N.M. = O.T.M. -.R.M. _ -11813 - 3790.2 _ 8022 ft-lbs UPLIFT = N.M. / LENGTH= 8022.4 / 7.00 - 1146 lbs. PROVIDE: (1) SIMPSON , HTT16 PER POST @ 7' SHEAR WALL ONLY file : 2198w5.wk4 1U • IVIS � E .rS..F1: ES11FOVIE, Inc.. STRUCTURAL ENGINEERS Sheet # 0 Date 06-12-00 JN. 500-2198 "Dutfield Residence"/ Duffield Financial LLC Wall(s) @ Left of Guest #1 La Quirita, California LOAD = 935 lbs. O. T. M. _ LENGTH = 11 ft - 0 ft + 0 = p = 16 Wall(s) @ Left of Guest #1 ,bathroom: ft/2 + 0 ) *p = LENGTH = 8 ft - 0 ft + 0 = LOAD = ( 169 lbs / ft) ( 7.0 ft/2 + _ 0 ) *p = SHEAR = TL. LOAD/ L= 592 lbs / 8.00 ft. _ U S E 10 w. 5/8" dia. x 10 " A.B.'s @ 72 "o/c UPLIFT: L(Wall) = 8.00 ft. Wall Height = LOAD = - 592 -lbs. O. T. M. _ .85*RM= 0.85*(14*9+14*6/2) N.M. = O.T.M. - R.M. = 8.00 ^2/2= 8948 = N.M. = O.T.M. - R.M. = 5323.5 - 4569.6 = UPLIFT = N.M. /.LENGTH= UPLIFT = N.M. / LENGTH= 753.9 / 8.00 = NO HOLDOWNS REQUIRED (1) SIMPSON HTT16 PER POST. 17 Wall(s) @ Left of Guest #1 Wall Height = LOAD = 935 lbs. O. T. M. _ LENGTH = 11 ft - 0 ft + 0 = UPLIFT = N.M. / LENGTH= LOAD = ( 169 lbs / ft) ( 28.0 ft/2 + 0 ) *p = ft -lbs SHEAR = TL. LOAD / L= 2366 lbs / 11.00 ft. _ U S E 10 w. 5/8" dia. x 10 " A.B.'s @ 48 "o/c UPLIFT: L(Wall) = 11.00 ft. Wall Height = LOAD = 2366 lbs. O. T. M. _ 0.85*RM= 0.85*(10*9+28*3/2+14*6/2) ' * 11.00 ^2/2= N.M. = O.T.M. - R.M. = 28392 - 8948 = UPLIFT = N.M. /.LENGTH= 19444 / 11.00 = PROVIDE: (1) SIMPSON HTT16 PER POST. 18 Wall(s) @ Hallway next to Dentworkout LENGTH = 3 ft - 0 ft + 3.5+3.5 = LOAD = ( 169. lbs /ft) ( 21.0 ft/2 + 0 ) *p = LOAD = ( 163*18/35 lbs / ft) ( 32.0. ft / 2 + 0 ) *p = SHEAR = TL. LOAD / L= 3116 lbs / 10.00 ft. _ U S E PROVIDE: file: 2198w6.wk4 11 w. 5/8" dia. x 10 " A.B.'s @ 32 "o/c L( Wall) = 3.00 ft. Wall Height = LOAD = 935 lbs. O. T. M. _ 0.85*RM= 0.85*(14*9+28*6/2) 3.00 "2/2= N.M. = O.T.M. - R.M. = 8412.5 - 803.25 = UPLIFT = N.M. / LENGTH= 7609.3 / 3.00 = (1) SIMPSON HTT16 PER POST 1 from rho calcs 8.00 ft 592. lbs. 74 lbs / ft 12.00 A672 9.00 ft. 5324 ft -lbs 4570 ft -lbs 754 ft -lbs 94 lbs. 11.00 ft 2366 lbs. 215 lbs / ft 312 A648 12.00 ft. 28392 ft -lbs 8948 ft -lbs 19444 ft -lbs 1768 lbs. 1775 lbs. 1341 lbs. 312 lbs / ft AB32 9.00 ft. 8413 ft -lbs 803 ft -lbs 7609 ft -lbs 2536 lbs. M.. E. S: I' ES1./FIDE, Inc STRUCTURAL ENGINEERS Sheet Date 06=12-00, JN. 500-2198 "Dutfield Residence"/ Duffield Financial LLC La Quinta, California p = 1 from rho calcs 19 Wall(s) @ . Front of Guest #1: LENGTH = 8 ft - 0 ft + 0 = 8.00 ft LOAD = ( 225 lbs / ft) ( 21.0 ft/2 + 0) *p 2363 lbs. SHEAR = TL. LOAD / L= 2363 lbs / 8.00 ft. = 295 lbs / ft U S E A,, w. 5/8" dia. x 10 " A.B.'s (a7 40 "o/c A640 UPLIFT:, L( Wall) = 8.00 ft. Wall Height = 14.00 ft. LOAD = 2363 lbs. O. T., M. = 33075 ft -lbs .85*RM= 0.85*(10*14+28*2/2) * 8.00 ^2/2= 4570 ft -lbs N.M. = O.T.M. - R.M. = 33075 - 4569.6 = 28505 ft -lbs UPLIFT = N.M. / LENGTH = 28505 / 8.00 = 3563 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. 20 Wall(s) @ Rear of Guest #1 LENGTH = 14 ft - 0 ft + .0 = 14.00 ft • LOAD _ ( 225 lbs /ft) ( 21.0 ft/2 - + 0) *p = . 2363 lbs. LOAD ( 155 Ibs / ft) ( 10.0 ft/2 + 0 ) *p = 775 lbs. SHEAR = TL. LOAD / L= 3138 lbs / 14.00 ft. = 224 lbs / ft U S E Aio w. 5/8" dia. x 10 " A.B.'s CD 48 "o/c A648 UPLIFT: L(Wall) _ ft. Wall Height = 14.00 ft. .14.00 LOAD = 3138 lbs. O. T. M. _ .43925 ft -lbs 0.85*RM= 0.85*(10*14+28*3/2+14*2/2) * .14 .00 ^2/2= 16327 ft -lbs N.M. = O.T.M. - R.M. = 43925. - 16327 = 27598 ft -lbs UPLIFT = N.M. / LENGTH= 27598 / 14.00 = 1971 lbs. PROVIDE: (1) SIMPSON HTT16 PER POST. 21 Wall(s) @ Left of MBA: LENGTH = 14 ft - 2 ft + 0 = 12.00 ft LOAD = ( 163 -lbs / ft) ( 32.0 ft/2 + 0 ) *p = 2608 lbs. SHEAR = TL. LOAD / L= 2608 lbs / 12.00 ft. _ - 217 .lbs /ft U S E 10 w. 5/8" dia. x 10 " A.B.'s 48 "o/c ABas UPLIFT: L(Wall) = 14.00 ft. Wall Height = 10.00 ft. LOAD = 2608 lbs.. O. T. M. _ . 26080 ft -lbs 0.85*RM= 0.85*(14*10+14*32/2) * 14.00 112/2= 30321 ft -lbs • N.M. = O.T.M. - R.M. _.. 26080 -. 30321 _ -4241 ft -lbs UPLIFT = N.M. / LENGTH= -4241 / 14.00 = -303 lbs. NO HOLDOWNS REQUIRED file: 2198w7.wk4 .• n�F .r�.�. IU.I`' ES11 F ME Inc STRUCTURAL ENGINEERS "Dutfield Residence"/ Duffield Financial LLC La Quinta, California Sheet 42 •Date 06-12-00 JN. 500-2198 p = 1 from rho calcs 22 Wall(s) @ Btwn Great Room & MBA: 10.00 ft. LOAD' = 5479. lbs. O. T. M. = LENGTH 11 ft - 0 ft + 0 = 11.00 ft. LOAD = ( 163 lbs / ft) ( 32.0 ft/2 + 0 ) *p 2608 lbs. LOAD = ( 174 lbs / ft) ( 33.0 ' ft / 2 + 0 ) *p = 2871 lbs. SHEAR'= TL. LOAD/ L= 5479 lbs 111.00 ft. _ ' 498 lbs / ft 24025 ft -lbs 0.85*RM= 0.85*(10*14+14*4/2) . *. 3x SILL U S E 13 w. 5/8" dia. x 12 " A.B.'s @_ 24 "o/c 19455, AB24X UPLIFT: PROVIDE: 23 Wall(s) @ LENGTH = L( Wall) = 11.00 ft. Wall Height _ 10.00 ft. LOAD' = 5479. lbs. O. T. M. = 54790 ft -lbs .85*RM= 0.85*(10*10+14*16/2) 11.00 ^2/2= 10902 ft -lbs N.M. = O.T.M. - R.M. = 54790 - 10902 = 43888 ft -lbs UPLIFT. = N.M. / LENGTH = 43888 / 11.00 = 3990 lbs. (1) SIMPSON HTT22 PER POST. AB32 UPLIFT: Front of MBA: 8.00 ft. Wall Height 8 ft - 0 ft.+'- 0- _- 8.00 ft LOAD = 24 ( 155 lbs /ft) ( 31.0 ft/2 + 0 ) *p = 2403 lbs. SHEAR = TL.*.LOAD / L= 2403 .Ibs' / 8.00. ft.' = 300 lbs / ft U S E 11 w. 5/8" dia. x 10 " A.B.'s @ 32 "o/c AB32 UPLIFT: L( Wall) = 8.00 ft. Wall Height = 10.00 ft. LOAD = 2403 lbs.' .O. T. M. = 24025 ft -lbs 0.85*RM= 0.85*(10*14+14*4/2) . *. 8.00 ^2/2= 4570 ft -lbs N.M. = O.T.M. - R.M. = , 24025 - 4569.6 .. = 19455, ft -lbs UPLIFT = N.M./ LENGTH = 19455 / 8.00 = 2432 lbs. PROVIDE: (1) SIMPSON ' HTT16 PER POST. Wall(s) @ Rear of MBA: . LENGTH = 5.5 ft - 0 ft + .. 0 = LOAD = ( '155 lbs /ft) ( 27.0 ft/2 + 0) *p = SHEAR = TL. LOAD / L= 2093 lbs / 5.50 ft. _ U S E ZL. -w. 518" dia. x 12 A.B.'s P 24 "o/c UPLIFT: L( Wall ):= 5.50 ft. Wall Height = LOAD. 2093 lbs. O. T. M. _ • 0.85*RM= 0.85*(10*10+14*4/2) * 5.50 ^2/2= N.M. = O.T.M. -.R:M. = 20925 - 1645.6 UPLIFT = N.M. / LENGTH = . -19279 / 5.50 = PROVIDE: (1) SIMPSON HTT22 PER POST file: 2198w8.wk4 - 5.50, ft 2093 lbs. 380 lbs / ft 3x SILL AB24X 10.00 ft. - . 20925 ft -lbs 1646 ft -lbs 19279 ft -lbs 3505 lbs. ESI./_ME, Inc.. STRUCTURAL ENGINEERS Sheet er, 3 Date 06=12-00 JN. 500-2198 "Dutfield Residence"/ Duffield Financial LLC La Quinta, California p = 1 from rho calcs 25 RFI(s) @ Rigid Frame @ Right'side of Great Room LENGTH = 1 ft - 0 ft. + 0 = 1.00 ft LOAD = ( 174 � Ibs / ft) ( 33.0 ft /.2 + 0) *p = 2871 lbs. LOAD ( 179*12/36 lbs / ft) ( 20.0 ft /_2 + 0) *p = 597 lbs. SHEAR = TL: LOAD / L= 3468 lbs / 1.00 ft. = 3468 lbs / ft REFER TO THE FOLLOWING SHEET FOR RIGID FRAME ANALYSIS. 0 file: 219M.wk4 26 Wall(s) @ Rear of Great Room: LENGTH = 5 ft - 0 ft+ 5 = 10.00 ft • LOAD = ( 242 lbs /ft) ( 27.0 ft/2 + 0) *p = 3267 lbs. LOAD ( 88*2 lbs /ft) ( 15.0 ft/2 + 0) *p = 1320 lbs. SHEAR = TL. LOAD /'L= 4587 lbs / 10.00 ft. = 459 lbs / ft 3x SILL U S E Al2 w. 5/8" 'dia. x 12 " A.B.'s (aD_ 24 "o/c A62ax UPLIFT: L( Wall) = 5.00 ft. . Wall Height = 10.00 ft. LOAD; = 2294 lbs. O. T. M. = 22935 ft -lbs 0.85*RM= 0.85*(10*14+14*4/2) 5.00 ^2/2= 1785 ft -lbs N. M. = O.T.M. - R.M. = 22935 - 1785 = 21150 ft -lbs UPLIFT =. N.M. / LENGTH = 21150 / 5.00 = 4230 lbs. PROVIDE: (1) SIMPSON. HTT22 PER POST. 27 RF(s) @ Rigid Frame in Front -of Great Room LENGTH = 1 ft - 0 ft+ 0 = 1.00 ft LOAD = ( 242 lbs /ft) ( 27.0 ft / 2 + 0) *p = 3267 lbs. LOAD = ( 221 lbs / ft) ( 10.0 ft/2 + 0) *p = 1105 lbs. SHEAR = TL. LOAD / L= 4372 lbs / 1.00 ft. = 4372 lbs / ft REFER TO FOLLOWING'SHEET FOR RIGID FRAME ANALYSIS. file: 219M.wk4 a= F' 5•I' +• A x ESI./FME, Iii -C.. STRUCTURAL ENGINEERS Sheet Date 06-12-00 JN. 500-2198 "Dutfield Residence"/ Duffield Financial LLC La Quinta,'California p = 1 from rho calcs . 28 Walls) .@ Left of Dining Room: LENGTH = 6.5 ft - 0 ft ' + 0 = 6.50 ft LOAD = ( 179*25/36 lbs / ft) ( 15.0 ft/2 + 0 ) *p '932 lbs. SHEAR = TL. LOAD / L= 932 lbs / 6.50. ft. = 143 lbs / ft U S E Aio w. 5/8" dia. x 10 " A.B.'s @_ 72 "o/c AB72 UPLIFT: L( Wall) _ ' 6.50 ft. ,Wall Height = 9.00 ft. LOAD = 932. lbs. 0.. T. M. = 8391 ft -lbs 0.85*(14*9+28*16/2) * 6.50 ^2/2= 6285 ft -lbs .85*RM= N.M. = O.T.M. - R.M. = 8390.6 - 6284.7 = 2106 ft -lbs UPLIFT = N.M. / LENGTH= . 2105.9 / 6.50 = 324 lbs. NO HOLDOWNS REQUIRED 29 Walls) @ Right of Dining Room: LENGTH = 14 'ft - 0 ft + 0 = 14.00 ft • LOAD = 179*25/36 lbs / ft) 38.0 + 0) *p. = 2362 lbs. ( ( -ft/2 SHEAR = TL. LOAD/ L= 2362 Ibs / . 14.00. ft. = 169 lbs / ft U S E Aio w. 5/8" dia. x 10 " A.B.'s 72 "o/c A672 UPLIFT: L( Wall) = 1.4.00 ft. Wall Height = 9.00 ft. LOAD = 2362 lbs. O. T. M. = 21256 ft -lbs 0.85*RM= 0.85*(10*9+28*15/2+14*23/2) 14.00 ^2/2= 38401 ft -lbs N.M. _ O.T.M. - R.M. = 21256 - 38401 = -17145 ft -lbs UPLIFT = N.M./ LENGTH = -17145 / 14.00' _ -1225 lbs. NO.HOLDOWNS REQUIRED 30 Wall(s) @ - Rear of MBA: . LENGTH = 9.5 ft - 3 ft + 15-6 _ 15.50, ft LOAD ( 155 lbs / ft) ( 27.0 ft/2 + 0 ) *p = 2093 lbs. SHEAR = TL. LOAD / L= 2.093 lbs / 15.50 ft. = 135 lbs / ft U S E 10 w. 5/8" dia. x 10 " A.B.'s 72 "o/c A672 UPLIFT: L( Wall) = 9.50 ft. Wall Height = 10.00 ft. LOAD = 878 lbs. . O. T. M. = 8775 ft -lbs • 0.85*RM= 0.85*(14*10+14*32/2) 9.50 ^2/2= 13962 ft -lbs N.M. = O:T.M. - R.M. = 8775 - 13962 -5187 ft -lbs UPLIFT = N.M. / LENGTH= -5187 / 9.50 = -546 lbs. NO HOLDOWNS REQUIRED file: 2198w10.wk4 ESI/FME, Inc. STRUCTURAL ENGINEERS "Duffield Residence"/ Duffield Financial LLC La Quinta, California 31 Wall(s) @ Front of Laundry: Sheet Date 06-12-00 JN. 500-2198 p = 1 from rho calcs LENGTH = 14 ft - 0 ft + 0 14.00 ft LOAD = ( . .163 lbs / ft) ( 42.0 ft/2 + 0) *p, = 3423 lbs. SHEAR = TL. LOAD / L= 3423 lbs % '14.00 ft. = 245 lbs /ft U S E' Aio W. 5/8" dia. x 10 " A.B.'s 48 "o/c AB48 UPLIFT: L( Wall) = 14.00 ft. Wall Height = 9.00 ft. LOAD = 3423 lbs. 0. T. M. = 30807 ft -lbs .85*RM= 0.85*(10*9+14*4/2) * 14.00 "2/2= 9829 ft -lbs N:M. _ . O.T.M. - R.M. _ 30807 - 9829.4 = - 20978 ft -lbs UPLIFT = N.M. / LENGTH= 20978 / 14.00 = 1498 lbs. PROVIDE: (1) SIMPSON HTT16 PER POST. 32 Wall(s) @ btwn. Kit and Pantry: LENGTH = 7 ft - 0 ft+ 0 = 7.00 ft • LOAD = ( 179*10/36 lbs / ft) ( 14.0' ft/2 + 0) *p = 348 Ibs. LOAD = ( 261 lbs /ft) ( 20.0 ft/2 + 0) *p = 2610,, lbs. SHEAR = TL. LOAD / L= 2958 lbs / 7.00 ft. _ . 423 lbs / ft 3x SILL U S E 12 w. 5/8" dia. x 12 " A.B.'s 24 "o/c A624X UPLIFT: L( Wall) = 7.00 ft. Wall Height = 9.00 ft. LOAD: _ 2958 lbs. 0. T.. M. = 26623 ft -lbs 0.85*RM= 0.85*(10*9+14*4%2) * 7.00 ^2/2= .2457 ft -lbs N.M. = O.T.M.-.R.M. = 26623 - 2457.4 = 24165 ft -lbs. UPLIFT = N.M. / LENGTH= ' 24165 / 7.00 = 3452 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. 33 Wali(s) @ Right side of Family Room: LENGTH, _ . 14.5 ft - 6 ft .+ 0 _ 8.50 ft LOAD = ( 261 lbs /ft) ( 20.0 ft / 2. + 0) *p = 2610, lbs. SHEAR = TL. LOAD / L= 2610 lbs / 8.50 ft. = 307 lbs / ft U S E 11 w. 5/8" dia. x 10 " A.B.'s 32 "o/c AB32 0 UPLIFT: L( Wall) =. -14.50 ft. ; . Wall Height = 10.00 ft. LOAD = 2610 lbs. 0. T.- M. = 26100 ft -lbs • 0.85*RM= 0.85*(14*10+28*11/2) 14.50 ^2/2_ 26271 ft -lbs N.M.. = O.T.M. - R.M. = 26100 - 26271 -171 ft -lbs UPLIFT = N.M.% LENGTH = -170.7 / 14.50 _ -12 • lbs. NO HOLDOWN REQUIRED file: 2198w11.wk4 ESI./SME, Inc.. STRUCTURAL ENGINEERS Sheet Date 06-12-00 JN. 500-2198 "Dutfield Residence"/ Duffield Financial LLC LOAD = 174 lbs / ft) 31.0 La Quinta, California 0 *p = lbs / ft 12.00 ( ( 32364 ) 12.00 p = 34 Wall(s) @ Rear of Family Rm: U S E A,, w. 5/8" dia. x 10 " A.B.'s @ LENGTH = 7 ft - 0 ft + 0 = ; . Wall Height LOAD = ( 174 lbs / ft) ( 31.0 ft/2 + 0 ) *p = O. T. M. SHEAR = TL. LOAD / L= 2697 lbs / 7.00 ft. 0.85*RM= 0.85*(10*9+14*4/2) * U S E 12 w. 5/8" dia. x 12 "'A.B.'s 24 "o/c 32364 - 3209.6 UPLIFT: L( Wall) = 7.00 ft. Wall Height = 29154 / 8.00 = LOAD = . 2697 lbs. O. T. M. _ PER POST. 2/3*RM= 2/3*(14*12+28*4/2) * .7. 00 ^2/2= N.M. ' = O.T.M. - R.M. = 32364 - 3658.7 = 12 ft - 0 ft + UPLIFT = N.M. / LENGTH= 28705 / 7.00 = ( 185 lbs /ft) ( 19.0 PROVIDE: (1) SIMPSON HTT22 PER POST. SHEAR = TL. LOAD / L= 1758 lbs / 35 Wall(s) @ Front of Kit. LENGTH = 8 ft - .0 ft + 0 = • LOAD = 174 lbs / ft) 31.0 ft/2 + 0 *p = lbs / ft 12.00 ( ( 32364 ) 12.00 SHEAR = TL. LOAD / L= 2697 lbs / 8.00 ft. _ 3659 U S E A,, w. 5/8" dia. x 10 " A.B.'s @ 32 "o/c lbs. UPLIFT: L( Wall) = 8.00 ft. ; . Wall Height = LOAD = 2697 lbs. O. T. M. _ 0.85*RM= 0.85*(10*9+14*4/2) * 8.00 ^2/2= N.M. _. O.T.M. - R.M. _ 32364 - 3209.6 = UPLIFT = N.M. / LENGTH= 29154 / 8.00 = PROVIDE: (1) SIMPSON HTT22 PER POST. 36 Wall(s) @ Left side of Master Suite: LENGTH = 12 ft - 0 ft + 0 = LOAD _ ( 185 lbs /ft) ( 19.0 ft/2 + 0 ) *p = SHEAR = TL. LOAD / L= 1758 lbs / 12.00 ft.. _ U S E 10 w. 5/8" dia. x 10 " A.B.'s 72 "o/c UPLIFT: L(Wall) = 12.00 ft. Wall Height = LOAD' = 1758 lbs. O. T. M. _ • 0.85*RM= 0.85*(14*12+28*9.5/2) * 12.00 ^2/2= N.M. = O.T.M. - R.M. = 21090 - 18421 UPLIFT = N.M. / LENGTH= 2668.8 / 12.00 = NO HOLDOWN REQUIRED ye: 2198w12.wk4 1 .from rho talcs 7.00 ft 2697 lbs. 385 lbs / ft 12.00 3x SILL 32364 A624X 12.00 ft. 32364 ft -lbs 3659 ft -lbs 28705 ft -lbs 4101 lbs. 8.00 ft 2697 lbs. 337 lbs /..ft 146 A632 12.00 ft. 32364 ft -lbs 3210 ft -lbs 29154 ft -lbs 3644 lbs. 12.00 ft 1758 lbs. 146 lbs / ft AB72 12.00 ft. 21090 ft -lbs 18421 ft -lbs 2669 ft -lbs 222 lbs. iE171 Is. ES1/FME, Inc.. STRUCTURAL EI1 GWEERS "Duffield Residence"/ Duffield Financial LLC La Quinta, California Sheet 4 7 Date 06-12-00 JN: 500-2198 p = 1' from rho calcs 37 Wall(s) @ Right'of Master Suite LENGTH = 8 ft 0 ft + 0, = 8.00 ft LOAD = ( 185 lbs / ft) ( 19.0 ft/2 + 0-) *p 1758 lbs. SHEAR = TL. LOAD/ L= 1758 lbs / 8.00 ft. • = 220 Ibs / ft U S E Aio w. 5/8" dia. x 10 A.B.'s p 48 "o/c A648 UPLIFT• - - L( Wall) - 8.00 ft. Wall Height - 12.00 ft. LOAD = 1758 lbs. 'O. T. M. = 21090' ft -lbs 2/3*RM= 0.85*(14*12+28*9.5/2) * 8.00 ^2/2= 8187 ft -lbs N.M. = O.T.M. - R.M. = 21090 - 8187.2 = 12903 ft -lbs UPLIFT = N.M. / LENGTH= 12903 / 8.00 = 1613 lbs. PROVIDE:. (1) SIMPSON HTT16 PER' POST. 38 Wall(s) @ Rear of Master suite LENGTH = 19.5 ft - -6.5 ft + 0 = 13.00 ft • LOAD- _ ( 189 lbs /ft) ( 22.0 ft / 2 + 0) *p = 2079 lbs. SHEAR = TL. LOAD / L= 2079 lbs / 13.00 ft. = 160 lbs /ft _U S E Aio w. 5/8" dia. x 10- " A.B.'s (&- 72 "o/c AB72 UPLIFT: L(Wall) = 19.50 ft. Wall Height - = 14.00 ft. . LOAD:. = 2079 lbs. O. T. M. = 29106 ft -lbs 0.85*RM= 0.85*(14*14+28*4/2) * 19.50 112/2= . .40725 ft -lbs N.M: = O.T.M. - R:M. = 29106 - 40725 = -11619 ft -lbs . UPLIFT = N.M. / LENGTH = -11619 / 19.50 = -596. lbs. NO HOLDOWNS REQUIRED 39 Wall(s) @ Front of Master Suite, LENGTH = 7.5 ft - 0 ft + 0 = 7.50, ft LOAD = ( 189 lbs / ft) ( 22.0 ft / 2 + 0) *p .= 2079 lbs. SHEAR- TL. LOAD/ L= 2079 lbs / 7.50 ft. _. 277` lbs / ft U S E ZL w. 5/8" dia. x 10 " A.B.'s 40 "o/c AB40 UPLIFT: L( Wall ).= 7.50 ft. Wall Height _ 14:00 ft. LOAD = 2079 lbs. O. T. M. = 29106 ft -lbs 0.85*RM= 0.85*(14*10+28*2/2) * 7.50 ^2/2= 4016 It -lbs • N.M. = O.T.M. - R.M. = 29106 - 4016.3 - 25090 ft -lbs UPLIFT = N.M. / LENGTH= 25090 / 7.50 = 3345 lbs. PROVIDE: (1) SIMPSON HTT22 PER POST. file : 2198w13.wk4 U • Sheet Date 061-12-00 JN: 500-2198 "Dutfield Residence"/ Duffield Financial LLC La Quinta, California p = 1 from rho calcs s 40 Stl Col(s) @ Rear of Patio in Longitudinal Direction LENGTH = 1 col - 0 ft + 0 = 1.00 col LOAD = ( 52*2 lbs / ft) ( 26.0 ft/2 + 0) *p 1352 lbs. SHEAR = TL. LOAD/ L= 1352 lbs / 1.00 ft. = 1352 lbs / col REFER TO THE FOLLOWING SHEETS FOR CANTILEVER COL. ANALYSIS 41 Stl Col(s) @ Rear of Patio in Transverse Direction LENGTH .2 col - 0 ft -+ 0 = 2.00 col LOAD = (. 88 lbs / ft) ( 16.0 ft/2 + 0) *p = 704' lbs. .SHEAR = TL. LOAD / L= 704 lbs / 2.00 ft. = 352' lbs / col REFER TO THE FOLLOWING SHEETS FOR CANTILEVER COL. ANALYSIS 42 Wall(s) @ Right & Left side of Entry: LENGTH = 8 ft - 0 -ft + 0 = 8.00 ft LOAD = ( 107 lbs / ft) ( 23.0 ft / 2+ 0) *p = 1231. lbs. SHEAR = TL. LOAD / L= 1231 lbs / 8.00 ft. = 154 lbs / ft U S E 10 w. 5/8" dia.. x 10 " A.B.'s 72 "o/c A672 UPLIFT: L(Wall) = 8.00 ft. ; Wall Height = 12.00 ft. LOAD 1231 lbs. O. T. M.. = 14766 .ft -lbs 0.85*RM= 0.85*(12*10+28*14/2) * 8.00 ^2/2= 8595 ft -lbs N.M. ' ` __ O.T:M. - R.M. = 14766 - 8595.2 = 6171 ft -lbs UPLIFT = N.M. / LENGTH= 6170.8 / 8.00 = 771 lbs. NO HOLDOWNS REQUIRED file: 2198w14.wk4 CID Sheet q Date 06-12-00 ,1N, 500-2198 "Duffield Residence" / DUTFIELD FINANCIAL LLC La Quinta, CA DL =(Z)(4Z Z4��eJ84Ibs Cp -O z-) LCI 12 I RISA-2D'(R) ESI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J. Santa Ana, CA 92705 • Version .4n.01 � Job` :9 Page: • .7 . - Date: 9/17%98 File:. RF4 _ Material Takeoff,..Erivelope.Solution >=__________________ Section Database Total Total Set. Shape Length Weight -----------------------------------ft----------------K---------------------- SEC W12X50 .41.00 2.05 Total Wts: 2.05 -------------- Units ......................... ....'US Standard Steel Code ............. AISC 9th Edition ASD Allowable Stress Increase Factor.. 1.333 Include Shear%Deformation......... Yes No. of Sections for Member Calcs.. 5 Do Redesign... ..... .. ... Yes = P -Delta Analysis Tolerance—,.....-. 0.50% < Joint Coordinates >==___________ Joint X Y Joint No Coordinate Coordinate .Temperature ------------- ------ft ------------ ft ------------ 2F---------------------------- 1 0.000- 0.000 0.00 • 2 0.000' -12.000 0.00 3 17.000 12.000: 0.00 4 1.7.000 0.000 0:00 Boundary Conditions >__=________________________ Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad---------------------------------- 1 Reaction' Reaction 4 Reaction Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight- 'Yield Label Modulus Modulus Ratio Coef.• ' Density. Stress ------------- Ksi---------- Ksi---------------- -10^52F. ---- K/ft3------- Ksi------ STL 29000.00..1115.4.00 0.3000 0.65000 0.490 36.00 Sections Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C SEC W12X50 STL 14.70 1.2.1.2 56.30 394.00 0 RISA -2D .'(R) Version .4.01 f ESI/FME, Inc., Structural Engineers Job =17)7 1921 E. Carnegie Avenue, #3J Page: 8 - _Santa Ana, CA 92705 Date: 9/17/98 • File:.RF4 --------------------------- ------------------------------< Members >=========================________ --- Memb Joints Rotate Section Releases Offsets Inactive? - No. I J 90i Set° I:AVM J:AVM I -End J -End Label 'Length ------------------------- ----------------=--in-------in------------- ft---- 1 _ 1 2 SEC 12.00 2* 2 3 SEC 17.00 3 3 4• SEC 12.00 AISC,NDS.Parameters >=___________________=____ Section Length `Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH.` o i --------------- ft ------ ft ------ ft ------ ft=---------------------------------- 1.SEC 12-40 12.00 12.00 . 12:00 2.10 2.10 y 2 " SEC 17.00 17.001 17.00. 17..00 2 .10 .2.10 y 3 SEC 12.00 12.00 12.00 12.00 2.10 2.10 y __________________________<.Basic'•Load Case,.Data..>==== BLC Basic Load'Case Load Type Totals No. 'Description Nodal Point Dist. 1 GRAVITY'LOAD ONLY 2 1 1 • 2 SEISMIC. DEAD LOAD, 3 <.'Joint Loads/Enforced.Displacements, BLC1 Joint" Is this a Load.or Direction Number a Displacement? (X,Y,Mz). Magnitude ------------------------------------------------------ K,K-ft,in,rad--------- 2 L Y -0.875 3 .' L Y -0.875 Member Point Loads, BLC 1 >.=======_______=______=__ Joints Member I J " Direction Magnitude, Location'. ------------------------------------- K,K-ft----------- ft or %--------------- 2 2 3 Y {3.432 4.500 Member Distributed -Loads, BLC 1 Joints Load Pattern • Pattern Member I J Label Multiplier ------------------------------ ---------------------------------------- 2 2 3 UNIFORM 1.0000 ============-==< Joint Loads/Enforced Displacements, BLC-2 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz). Magnitude ---------- ------------ -------- ------------------------K,K-ft,in;rad--------- 2 L X 7.180 2 L Y 70.525 3 L Y a RISA -2D '(R) Version .4.01 ESI/FME, Inc., Structural Engineers 1921 E..Carnegie Avenue, #3J Santa Ana, CA 92705 Job • : PP916 Page c - 9 Date: 9/17/98 File: RF4 ____________________< Member. Point.Loads,.BLC 2 Joints Member I J Direction Magnitude Location ---------------- K,K-ft----------- ft or %--=------------ 2 2 3 Y -2.184 4.500 Member Distributed Loads, BLC 2 Joints Load Pattern Pattern Member .,I J Label Multiplier ----------------------------------=------------------------=---------------- 2 2 3 D.L. 1.0000 Load Patterns .Pattern Magnitudes Locations Label Dir Start , End Start ' End ------------------- K/ft,F---------- K/ft,F.-----------ft or.% ------- ft or -%--- UNIFORM Y -0.352 -0.352 0.000 17.000 D.L. Y -0.192 -0.192 0.000 17.000 _________________< Load Combinations RWPE •No. Description BLC- Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 GRAVITY LOAD 1 1 y y 2 SEIMIC LOAD 2 1 y y Dynamics Input: Number of Modes............ 3, Load Combination Number.... 1 Acceleration of Gravity.... 32.20 ft/sec-2 Convergence Tolerance...... 0.001 Converge Work Vectors...... No _________________________< Envelope Displacements Joint +---------- Translation ----------+ X lc Y lc Rotation lc -------- ---- in ---------------- in --------------- rad ---------------------- ---- lU 0.000 21 0.000 2 0.00012 1 L 0.000 1 0.000 1 -0.00488 2 2U 0.577 2' 0.000 2 -0.00060 1 L 0.015 1 -0.002.1 -0.00203 2 " 3U .0.575 2 -0.002 1 0.00040 1 L 0.014 1 .-0.003 2 -0.00145 2 4U 0.000 2 0.000 1 -0.00032 1 L 0.000 1 0.000 2 -0.00512 2 • • RISA -2D (R) ESI/FME,,Inc., Structural -Engineers 1921 E. Carnegie Avenue, #3J Santa Ana, CA 92705 ________________________< Envelope Story Drift Story+---- X Direction ----+ No. Joint Drift lc Ht -------------in------------------------------------------------------------ No Stories Defined... Envelope Reactions Joint +------------ Forces -------------+ V 65 Version .4.01 Y lc Job Moment lc Page: do Date:�9/17/98 lU File: RF4 ________________________< Envelope Story Drift Story+---- X Direction ----+ No. Joint Drift lc Ht -------------in------------------------------------------------------------ No Stories Defined... Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ---------- --K-------- --=------ K ---- ------- -----K=ft------------------------- lU 0.79 1 6.39 1 0.00 1 L -3.13 2 -1.31 2 0.00 1 4U -0.79 1 7.802. 0.00 1 L -4.05 2 4.78 1. 0.00 1 Tot:9U 0.00 1. 11.17 1 ` L -7.18 2 6.50:2 ========================< Envelope, Section Forces Section. Memb Axial lc Shear- .lc Moment 1c -----------------K------------------K-----------------K-ft------------------ 1 1 U 6.39 1 3.13,2 0.00 1 L -1.3 2 -..79 1 0 2 U 6:39 1 3.13 2 2.37 .1 L -1.3 2 -.7.9 1 -9.4 2 3 U 6:39 1 3.13 2 4.75 1 L -1.3 2 -.79 1 -18.8 2 4 U 6.39.1 3.13 2 7.12 1 L -1.3 -2 -.'79 1 -28.2 .2 5 U 6.39 1 3.13 2 9.50 1 L. -1.3 2 -.79 1 -37.6 2 --------------------------------------------------7------------------------- 2 1 U 4'.05 2 5.52 1 9.50 1 L .79.1 -1.'8 2 -37.6 2 2 U 4.05 2 4.02 1 -10.76,1 L '.79 1 -2.6 2 -28.1 2 3 U 4'.05 2 -0.91 1 =6.36 2 L .79 ,1 -5.6 2. -10.9 1 4 U 4.05 .2 -2.40 1 19.37 2 L .79 1 --6.5 2 -3.9. 1 5 U 4.05 2_ -3.90 1 48.57 2 L .79 1 -7.3 2 9:5 ---------- 1 -------------------------------------------------- 1 U 7:80 2 4.05.2 48.57 2 L 4.8 1 .79 1 9.5 1 2 U 7.80 2 4.05 2 36.43 2 L 4.8 1 .79 1 7.1 1 3 U 7.80.2 4.05 2 24.28 2 L 4.8 1 .19 1 -.4.7 1 RISA -2D (R) Version.4.01 ESI/FME, Inc., Structural Engineers Job.�� 1921 E. Carnegie Avenue, #3J Pager 11 Santa .Ana, dA 92705 Date: 9/17/9.8 • File: RF4 ========================<.-.Envelope Section.For.ces.>----- ____________________ Section Memb .Axial lc Shear lc Moment lc - ----------------- K ------------------ K------------.--=--K-ft------ ------------ 4 U 7.80 2 4.05 2 12.14 2 L 4.8 1 .79 1 2.4 1 5 U 7.80 2 4.05 2 0.00 '1 L 4.8 .1 .79 .1 0 --------------------------------------------------------------------------- _______________________< Envelope.Section,Stresses Section. .Memo Axial lc Shear lc Bending Top lc Bending Bot lc -------- _------ Ids.i-------------- Ks1-------------- Ksi--------- ----- Ksi-------- 1 1 U, .43 1 .83 2 0 L 0 2 U .43" 1 .83 2 1.7 2 L 0- 3 U .43 1 .83 .2 3.5 2 0.9 1 L' 0 4 U .43 1 .83 2` 5.2 2 1.3 1. L 0 • 5 U. .43 1 .83 2, 7 2 1.8 1 L 0 . 2 1 U. .28 2 1.5 1 7 2 1.8 1 L 0 2 U .2'8 2 1.1 1 ' 5.2 2 -2 .0 -1. L 0 3 U .28 2 .-.24 1 2 1 -1.2 2 L 0 4 U .28 2 -.64 1 .72 1 3.6 2 L 0 5 U .28 2 -1 1 -1.8 1 9.0 2 L 0 3 1 U .53 2 1.1 2 -1.8 1 9.0 2 L .32 1 .21 1 -9 2 1.8 1 2 U .53 2 1.1.2 -1.3 1 6.8 2 L .32 1 .21 .1 - -6.8 2. 1.3 1 3 U .53 2 1.1 2 -..88 1 4.5.2 L .32 1 .21 1' -4.5 2 0.9 1. 4 U .53 2 1.1-2 -.44 1 2.3 2 L .32. 1 .21 1 -2.3 2 , , 0.4 1 5 U .53 2 1.1 2 0 L . 3'2 1 .21' 1 0 --------------------------- -------------------------------- ------------------ RISA -2D . '(R) Version .4.01- ESI/FME, .Inc. , .Structural 'Engineers Job /9 1921 E..Carnegie Avenue, #3J Page: -12. Santa Ana, CA 92705 Date: 9/17/98 • File: • RF4 ___________-Envelope.Section.Deflections.>==-------------------- Section Memb x lc. y lc L/n lc =---------------------- 1 1 U 0 L 0 '2 U 0 L 0 3 U 0 , L 0 , 4 U 0. L•0 5 U 0 , L. 0 2 1 U .58 2 0 f:. . L 0 2 U .58 2 0 L 0 ' 3 U .58 2 0 L 0 L 0 .5 U .57 2' 0 L 0 3 1 U 0- L 0 2 -U 0 L 0 3 U• 0 L 0 4 U 0 L 0 5 U 0 ' L 0 Envelope AISC Unity Checks Unity Loc Shear.Loc . ASD Memb '.Chk lc Chk lc Fa Fb' Cb Cm; Eqn. ------ --------------- --------------- Ksi------- Ksi---------- ----------------- 1 0.245 5 2 0.043 1 2 8.34 28.79 1.75 0.85 H2-1 2 0.335 5 2 0.101 5 2 4.15' 28.79 2:30 0.85 'H1-1 3 0.332 1 2 0.056 1 2 8.34 28.79 1.75 0.85 H1-1 RISA -2D '(R)Version .4.01 ESI/FME, Inc., Structural Engineers Jobb 1921.E. Carnegie Avenue, #3J Page: 13 Santa Ana,'CA 92705. j Date: 9/17/98 • Filer RF4 =_< Envelope...NDS.Unity Checks >________________________ Unity Loc Shear.Loc Memb Chk la.:Chk lc Fc.' Ft' 7b! Fv' CL CP Eqn ----------- -==================<�Redesign Shapes, Envelope Solution.>== Section Suggested Alternate Shapes Set Member. 1st Choice 2nd Choice .3rd Choice 4th Choice Redesign not performed..:' ---------=========<..Material'Takeoff, Envelope•Solution Section :Database Total Total Set. Shape. Length". Weight --------------------------------------- ft ---- -------- K ----------------------- SEC'-- ------------------------- ---------ft---------------K------------- SEC-- W12X50 .41.00 2.05 Total Wts: 2..05 rt "Du.tfield Residence" / DUTFIELD FINANCIAL LLC La Quinta, CA A-44-,1,4 e�-62MZT /2V Sheet Date .06-12-00 JN. 500-2198 151 RISA -2D (R) ESI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J Santa Ana, CA 92705 Units............................. Steel'Code.......... .........., Allowable Stress Increase Factor.. Include Shear Deformation ........ +. No. of Sections for Member Calcs.. DoRedesign ..................... P -Delta Analysis Tolerance,........ Version •4:01 �sg Job .j. Page:' 1 Date: 9/16/9,8 File: US Standard AISC 9th Edition ASD 1.333 Yes 5 Yes 0.500 _________________________< Joint.Coordiriates Joint X Y. Joint No Coordinate 'Coordinate 'Temperature ------------------- ft ------------ ft ---------- =-ZF---=------------ 1 0.000 0.000. 0.00 2 0.000 15.000 0.00 3 11.000 15.000 0.00 4 11.000 0.000 0.00 Boundary.Conditions >____=____________=_=_______ Joint +----- Translation ------ No X Y Rotation • ---------- K/iri-------- K/in------ K-ft/rad--------- =-----_--------=---------- 1 Reaction Reaction 4 Reaction Reaction < Materials.(General) >___________________________ Material Young's-' Shear Poisson's Thermal' Weight Yield Label Modulus Modulus Ratio Coef. Density Stress --------- ----Ks1---------- Ks1---------------- 10^52F --- -K/ft3------- Ksi------- STL 29000:00 '11154.00 " 0.3000 0.65000 0.490 36.00 Wood Material Parameters Wood NDS Species. CC E' Poisson Weight Set Database Fb Ft Fv Fc E mr Mod Therm Den ----------------------- Ks1---Ksi--- --- -Ksi--Ksi---Ksi-------------10 ^5ZK/ft3 ? ASPENSEL_2X4..'-0.875.0.500 0.060-0.725 1100.0 1.000 0.30 0.30 0.035 Section. Database Material As As I! I, - "T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------- in^2----- ------------ in^4---------- in.4-------- SEC W12X50 STL 14.70 1.2 1.2;' 56.30 394.00 Members Memb Joints Rotate Section ReleasesOffsets Inactive? No. I J 902 Set I:AVM J:AVM 'I -End J -End - Label Length --ft---- 1 1 2 SEC 15.00 2 2 3 SEC 11.00 RISA -2D -(R) .Version,4.01� ESI/FME,.Inc., Structural Engineers Job s �� 1921 E: Carnegie,Avenue,.#3J Page: 2 Santa Ana, CA 92705 Date: 9/16/98 • File: =------<..-Members:..>_________________________________ Memb. Joints'Rotate Section Releases Offsets Inactive? No. I J 902 Set' I:AVM J:AVM• I -End J. -End Label. Length 3 3 4 SEC 15.00 AISC,NDS Parameters Section Length, Lb -out Lb=in- Lcomp K K Cm Cb,B Sway 'Member Set le -out le-in'le-bend out in CH ft------ ft------ft-=----ft----------------------------------- 1 SEC 15.00 .15.00 15.00 15.00 2.10 2.10 2 SEC 11.00 11.00 11.00 11.00 2.10 2.10' 3 :SEC 15.00 :.15.00 "15:00, 15.00 2.10 2.10 . ________________________<-Basic-.Load-:Case 'BLC Basic Load Case Load Type-Totals- -No. ype-Totals'No. Description Nodal Point Dist. ------------------------------------------------------------------------------ 1 GRAVITY LOAD ONLY 2 1 2 SEISMIC LOAD &.DEAD LOAD 3 1 < Joint Loads/Enforced Displacements,- BLC 1 • Joint Is this a Load or. Direction Number a Displacement? .(X,Y,Mz) Magnitude -------------------- ----------------------------- ------ K,K-ft,in,rad--------- 2 L Y 7..200 3 L Y -7.000 Member Distributed.Loads, BLC 1 >____________=_______ Joints Load Pattern :`Pattern Member I J Label Multiplier ---------------------------------------------------------------------------- 2 2 3 UNIFORM 1.0000 __< Joint Loads/Enforced Displacements, BLC Joint Is this a Load or' Direction Number a Displacement? (X,Y,Mz)' Magnitude ----------------------------------------=------------- - &,K ft, in, rad--------- 2 L Y -4.300. 3 L Y= -4.300 2 L X 5.060 ====================<,Member•Distributed Loads; BLC Joints Load Pattern Pattern. Member I J_ Label. Multiplier ------------------------------ ---------------------------------------------- 2. 2 3 b. L. .1.0000" RISA -2D (R) Version.4.01 ESI/FME, Inc., Structural Engineers Job.:1 e9 j 1921 E. Carnegie Avenue, #3J Pager 3 Santa Ana,.CA 927051Date:. 9/16/98 • File: /f:�IXON%0214.Z47 `�----- ---<...Load Patterns >_____________________________ Pattern Magnitudes Locations Label Dir Start End Start End --------- ----------- K/ft,F---------- K/ft;F----------- ft or ----ft or %--- UNIFORM Y -0.275. 0.275 0.000 11.0 0 D.L. Y -0.175 -0.175 0.000 11.000 Load Combinations >____________________________ RWPE No. Description BLC Fac" BLC- Fac BLC Fac BLC Fac BLC Fac SSdv ---------------------------------------------------------------------------- 1 GRAVITY LOAD 1 1 y y 2 SEIMIC LOAD 2 1 y y --------------- Dynamics Input.: Number of Modes............ 3 Load Combination Number.... 1. Acceleration of Gravity.... 32:20 ft/sec-2 Convergence Tolerance...... 0.001 • Converge Work Vectors...... No Envelope Displacements.>===_________=____________ Joint +---------- Translation' --r --------+ X lc Y lc Rotation lc ------------ in ---------------- in---------=----- rad -------------------------- lU 0.000.2 0.000 2 0.00004 1 L 0.000 1 0.000 1 -0.00465 2 2U 0.637 2 0.001 2 -0.00009 1 'L 0.000 1 -0.004 1 -0.00115 2 3U 0.636 2 -0.004 1 0:00009 1 L 0.000.1 -0.005 2 -0.00103 2 4U 0.000 2- 0..000 1 -0.00004 1 L 0.0.00 1 0..000 2 -0.00470 2 Envelope Story Drift Story+---- X Direction ----+ No. Joint Drift lc. Ht -------------in------------------------------------------------------------- No Stories Defined.... _________________ Envelope Reactions >_____________=__=___=______ Joint +---.--------- Forces -------------+ X lc Y lc Moment lc ------------ K--= -------------- K ---------------- K-ft------------------ lU 0.10 1 8.71 1 0.00 1 • L -2.47 2 -1.64 2 0.00 1 4U -0.10 1 12.16 2 0.00 1 L -2-.59'2 8.51 1 0.00 1 • RISA -2D (R) Version 4:01 ESI/FME, Inc., Structural Engineers 1921 E. Carnegie Avenue, #3J Santa -Ana,, -CA 92705 .' Job : Z/-9 �� : . Page: _ age:.. 5 Date: 9/16/98 File: ______________________< Envelope .Section Deflections Section Memb x lc y lc L/n lc ----------------in----------------in------------------------------ 1 1- U 0 L 0 2 U 0. L 0 3 U 0 •L. 0 4 U 0 L 0 •� T O� CST �'`'� _____________________<.Envelope.Section.Stresses.>===_____________________- Section Memb Axial lc. Shear. lc. Bending Top lc Bending Bot lc -------------- Ksi--------------- Ksi-------------- Ksi ------- --------Ksi-------- 1 1 U .59 1 .66 2 0 L -:11 2 0 2 U :59 1 .66 2 1.7 2. 0.0666 1 L -.11 2 0 3 U .59 1 .66,2- 3.4 2, 0.1332 1 L -.11 2 0 4 U .59 1 .66 2 5.2 2.- 0.1997 1 L -.11 2 0 5 U ' .59 1 ,.66,.2 6.9 2 0.2663 1- L -.11 2. 0 2 1 U ..18 2 .4 1 6.9 2 0.2663 1 L 0 2 U .18 2 .2 .1 3_7 2 -0.3i28 1 L 0 3 U .18 2 0 L 0 4 U .18' 2 -.2 1 .31-1 3.3204 2 L 0 5 U„ .18 2 -.4 1 -.27 1. 7.2113. 2 L 0 -------------.----- -------------- 3 1 U ----------------- .83 2 ------------ .69 2 ---------------- -.27 1 7.2113 2 L .58 1 0 2 U :83 2 .69 2 -.2 1 5.4085 2 L .58 1 0 3 U .83 2 .69 2 -.13 1 3.6056 2 L .58 1 '0 4 U .83 2 .69 2 0 L .58 1 0 .5 U .83 2 .69 .2 0 L ------------------------------------------------------------- .58 1 0 .--------------- ______________________< Envelope .Section Deflections Section Memb x lc y lc L/n lc ----------------in----------------in------------------------------ 1 1- U 0 L 0 2 U 0. L 0 3 U 0 •L. 0 4 U 0 L 0 RISA-2D'(R) . Version 4.01 ESI/FME,.Inc., Structural Engineers Job 1921 E. Carnegie Avenue, #3J Page: & Santa Ana, CA 92705 Date: 9/16/98 '• ' File:. -_6-_ &'IA7 < nvelope Section: Deflections . >______________________ section - Memb x lc y lc -L/n lc ----------------in----------------in---------------------------------------- 5 U 0 L 0 2 1 U .64 2 0 L 0 .2 U.64 2 0 L 0 3 U .64 2 0 L 0 4 U .64 2. 0 , L 0 5 U .64 2 t0 L 0' 3' 1 U 0 L 0 _ 2 U 0 • L .0 ' 3 U 0 L 0 4 U .0' L.0 5 U 0 L 0 Envelope AISC Unity Checks, >=========__ ______=__ Unity Loc Shear Loc ASD Memb Chk-, lc Chk lc Fa Tb Cb Cm Eqn. ---------------- ------ i -------------- Ksi------- Ksi--------------------------- 1 0.243'5 2 0'.034 1 2 5.34 28.79 1.00. 0.60 H2-1. 2 0.257'5 2 0'.109 5 2 9--92 28.79. 1.00 0.85 H1-2. 3 0.3091 2 0.036 1 2 5.34 28.79 1.00 0.60 H1-1 Envelope NDS Unity Checks >_______________=___=____ Unity Loc. Shear, Loc Memb Chk lc. Chk -lc Fc' Ft' Fb' Fv' CL CP Eqn.. -------- ------------------- ----- Ksi---- Ksi----Ksi---- Ksi-------------------- ___________________< Redesign Shapes, Envelope.Solution Section -Suggested Alternate Shapes._ Set Member 1st Choice. 2nd Choice 3rd Choice 4th Choice-. ----------------------------- ---------------- ----------------------------- • Redesign not performed.'.. ' r La Quinta, CA ** Design of steel column (Longitudinal) Rear of Patio TRY TS. 6 X 6 X-1/2" Steel Column Sxx = 16.80 in "3 Ixx = 50.50 in"4 A = 10.40 in^2 r = 2.21 in Wt. 3.5.00 lbs/ft Ht. _ , .10.00 ft. Applied Lateral load:' Load/col. _ . 1352.0 :lbs/col. = 52*26/2*2 Superimposed` D.L. @ ea. column = 2849 lbs DATA: K = 2.1 (as recommended by A.I.S.C. Sec. 5-124, Table C1.8.1) • KUr= 114.0 Fy = 36.0 ksi Fa = 16.53 ksi as per Table 3=36 of A.I.S.C. Fb = 21.6 ksi based on Fb = 0.6Fy fa = 0.27 ksi Moment per column = 13520 ft -lbs fb= M = 9.66 ksi * * fa/Fa-"+ fb/Fb = 0.01657 + 0.4471 = 0.5 < 1.33.... ok! > > > Actual deflection = 0.53'in. < 0.60 d(.005) ... accept! . U S E TS 6 x 6 x 1/2" A36 - steel column. 4 Sheet Date 06-12-00 JN. 500-2198. 'Dutfield Residence" / DUTFIELD•FINANCIAL LLC La.Quinta, California j General Footing Analysis & Design Page . t Generallnformation Description Allowable Soil Bearing ' 1,000.0 psf Dimensions... Short Term Increase:, 1.330 in Width along X -X Axis, 6.000 ft Base Pedistal Height 6.000 in Length along Y -Y Axis' 6.000 ft Seismic Zone 4 Footing Thickness 12.00 In Overburden Weight 0.00 psf Col Dim. Along X X Axis 6.00 in Live & Short NOT Combined Col Dim. Along Y -Y Axis 6.00 in rc psf FY , 40,000.0 psiMin Steel "0.0014 "Concrete Weight 145.00 pcf Rebar Cover 3.00 in . Applied Vertical Load:.. Dead Load 1.500 k ...ecc along X X Axis 0.000 In • �� . Live Load 1.500 k ...ecc along Y -Y Axis 0.000 in Short Term Load. k Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis "Applied Moments... (pressures (ds left &right) (pressures @ top & bot) Dead Load k -ft k -ft Live Load k -ft k -ft Short Term 12.200 k -ft k -ft Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears...(pressures @ left & right) (pressures (c� top &bot) Dead Load " j k k Live Load k k Short Term k MMMMME Summary Footing Design OK 6.00• ft x6.00 ft Footing, 12A in Thick, w/6.00 x 6.00 in column 6.0 in high ,. Max Soil Pressure . DL+LL 228.3 DL+LL+ST 630.4 psf Max Mu/Phi Actual 1.950 Allowable k -ft Allowable 1,000.0 1,330.0 psf _ Required Steel Area • 0.151 in2 "X Ecc, of Resultant "Y' 0.000 In 21.786 In Vu :.1 -Way 8.209 85.000 psi Ecc, of Resultant t 0.000 in 0.000 in Yu.: 2 -Way 8.260 170.000 psi X -X Min. Stability Ratio 1 999.000* 1 1.500:1 Y -Y Min. Stability Ratio 1.655:1 ESI/FIDE, In,c.' ,.STRUCTURAL ENGINEERS Sheet Date 06-12-0 JN. 500-2198 "Duffield Residence" / DUTFIELD FINANCIAL LLC La Quinta, California i General Footing Analysis Design Page 2 . Footing Design I Shear ForcesCA 19-1C�1 I_9-2 ACI 9-3 Vn • hi Two -Way Shear, I, 8.26 4.31 2.77 psi 170.00 psi One -Way Shears... Vu/Phl @ Left 2.39 8.21 5.28 85.00 psi Vu/PhI @ Right 2.39 -3.76 -2.42 85.00 psi Vu/PhI @ Top' '2:39 1.08 0.69 t 85.00 psi Vu/Phi .@ Bottom 2:39 1.08 0.69 85.00 psi Moments AC19-1CA 19-2 ACI 9-3 Ru As Req'd Mu/Phi @ Left 0.54 -0.85 -0.55 k -ft 10.5 psi -0.15 in2 Mu/Phi @ Right0.54. 1.95 1.25 24.1 0.15 MU/Phi @Top 6.54 0.24 0.16 6.7 0.15 Mu/Phi @ Bottom 0.54 0.24 0.16 6.7 0.15 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 228.33 22833 228.33 228.33 psf DL + LL -+ ST 0.00 630.35 186.67 186.67 psf FactoredLoadSoil Pressures ACI Eq. 9-1 332.17 332.17 332.17 332.17 psf ACI Eq. 9-2 0.00 882.49 261.33 261.33 psf ACI Eq. 9-3 ! 0.00 567.32 168.00 168.00 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL . ; . 1.400 ACI 9-2 Group Factor. 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL i 1.700 ACI 9-3 Dead Load Factor 1.400 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3.Short Term Factor 1.400 ....seismic = ST " .1.100 i i • i Sheetr Date 06-12-0 JN. '500-2198 --uumeia Kesicience" / DUTFIELD FINANCIAL LLC - La Quinta, - California Steel Column Base Plate Page General information Description Axial Load I 3.50 k X -X Axis Moment 12,20 k -ft Steel Section TS6x6x1/2 - Plate Height 12.000 in Section Depth Section Width 6.000 in 6.000 in - . Plate Width 12.000 in Flange Thick 0.500 in - I Pier Height 24.000 in Web Thick 0.500 in Pier Width - 24.000 in Anchor Boit Data Dista from Plate Edge 1.500 in X2,500.0 psi Bolt Count per Side 2 F FY . ! 36.00 ksi Tension Capacity 2.250.k LDF 1'.330 Bolt Area 0.440 int Summary Plate Design, Allow Concrete Bearing - •' Mln.•Req'd Plate Thick . 0.662 in Analysis Type Per ACI .10.15 2,975.0 psi 1 Tension Force per Bolt 6.968 k Per AISC J9 2,327.5 -psi Bearing Stress. 807.20 Plate Analysis for Specified Thickness psi Plate Thickness 0.1250 in Max Plate Capacity for Allow. Bearing 335.16k Max Allow Plate Fb 35,910.0 psi - Actual fb •1007383.5 psi E$I/FME, In:c. STRUCTURAL ENGINEERS Sheet Date 6-15-00 JN. 2198 CUSTO La Quinta, CA FOUNDATION ANALYSIS ASSUMED SOIL BEARING PRESSURE 1000 psf Soil Bearing Pressure to be verified -by Building Dept. and Contractor prior to pouring foundation. 1.' Continuous Footing Design:.@ Garage Roof : ( 44) ( 28/2. ) = 616 plf Wall :( 14)( -. 10 )`_ 140 756 plf Width Required - ( _ 756 J* )�/ ( 1000 - 50) _ .0.80 ft. USE ,' 12 in., wide x. 12. in. deep cont. ftg.. 1 -Story w/1`-#4T/BCont. 2.1 Point Loaded Footing P max =S.B.P. * S * W / 144 4 x post (minimum) Pmax ( 1 -Story) = 3333 lbs. SLAB = w/ (1) #4 T/B 5970 ---------------------------------------------------------------------------------------------- lbs. - CONT: FTG..... TG;Q 45 -deg. lI S -Bearing Area ' Pad # 1 : P = R ( L ) = 3795 lbs from bni#4 Area = 3795 ) / ( 1000 - 100 ) = 4.22 sq. ft., hence, L 2.05 ft. (minimum) * Use pad 30 " square x 12 " deep