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HomeMy WebLinkAbout039-540-050CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 1 Project Title.......... The Murphy Residence Date..09/05/07 14:03:56 Project Address........ 9603 Southwi.nd Court Durham, Ca. *v7.30* Documentation Author... Marty Runnells ******* 8u^'ilding Permit Energy Calculation Services 574 Manzanita Avenue, Ste 9 Plan Check Date Chico, CA 95926 530-894-8466 Field Check/ Date Climate Zone........... 11 Compliance Method...... MICROPAS7 v7.30 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.30 File -073535 Wth-CTZ11S05 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2036 SF Res. - Submittal MICROPAS7 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance (kTDV/sf-yr) Design Design Margin Space Heating.......... 24.10 24.94 -0.84 Space Cooling.......... 32.54 31.66 0.88 Water Heating.......... 11.68 11.18 0.50 Total 68.32 67.78 0.54 *** Building complies with Computer Performance *** *** HERS Verification Required for Compliance *** GENERAL INFORMATION HERS Verification.......... Conditioned Floor Area..... Building Type .............. Construction Type ......... Fuel 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 -factor... Average Glazing SHGC....... Average Ceiling Height..... Required 2036 sf Single Family New NaturalGas Front Facing 1 1 FullYear Detached 45 deg (NE) Slab On Grade 1 19079 cf 540 sf 25.8 % of floor area 0.43 Btu/hr-sf-F 0.44 9.4 ft a �b ttiN�3�y� CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 2 Project Title.......... The Murphy Residence Date..09/05/07 14:03:56 MICROPAS7 v7.30 File -07353S Wth-CTZ11S05 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2036 SF Res. - Submittal r BUILDING ZONE INFORMATION Zone Type Residence Floor # of # of Cond- Thermo - Area Volume Dwell Peop- it- stat (sf) (cf) Units le ioned Type 2036 19079 1.00 3.0 Yes Setback Vent Vent Verified Height Area Leakage or (ft) (sf) Housewrap 2.0 Standard No OPAQUE SURFACES U- Sheath- Solar Appendix Frame Area fact- Cavity ing Act Gains IV Location/ Surface Type (sf) or R-val R-val Azm Tilt Reference Comments 1 Wall Wood 624 0.074 19 0 45 90 Yes IV.9 A5 PLAN FRONT 2 Door Other 10 0.500 0 0 45 90 Yes IV.5 A4 FRONT 3 Wall Wood 25 0.074 19 0 0 90 Yes IV.9 A5 FRONT RIGHT 4 Wall Wood 405 0.074 19 0 135 90 Yes IV.9 A5 LEFT 5 Door Other 9 0.500 0 0 135 90 Yes IV.5 A4 LEFT 6 Wall Wood 392 0.074 19 0 225 90 Yes IV.9 A5 BACK 7 Wall Wood 25 0.074 19 0 270 90 Yes IV.9 A5 BACK LEFT 8 Wall Wood 347 0.074 19 0 315 90 Yes IV.9 A5 RIGHT 9 Door Other 9 0.500 0 0 315 90 Yes IV.5 A4 RIGHT 10 Wall Wood 39 0.074 19 0 45 90 Yes IV.9 A5 KNEE WALL 11 Wall Wood 144 0.102 13 0 45 90 No IV.9 A3 TO GARAGE 12 Wall Wood 162 0.074 19 0 45 90 No IV.9 A5 TO GARAGE 13 Door Other 18 0.500 0 0 45 90 No IV.5 A4 TO GARAGE 14 Floor Wood 1496 0.037 19 0 n/a 0 No IV.20 A4 RAISED FLOOR 16 Roof Wood 1577 0.025 38 0 n/a 0 Yes IV.1 A18 TO ATTIC 17 Roof Wood 483 0.025 38 0 45 18 Yes IV.1 A18 VAULTED PERIMETER LOSSES Appendix Length F2 Insul Solar IV Location/ Surface (ft) Factor R-val Gains Reference Comments 15 S1abEdge 92 0.730 R-0 No IV.26 Al TO EXTERIOR FENESTRATION SURFACES Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments 1 Wind Front (NE) 8.0 0.400 0.400 45 90 Standard FG1 2 Wind Front (NE) 8.0 0.400 0.400 45 90 Standard FG2 3 Wind Front (NE) 15.0 0.400 0.400 45 90 Standard FG3 4 Wind Front (NE) 9.0 0.400 0.400 45 90 Standard FG4 5 Wind Front (NE) 18.0 0.400 0.400 45 90 Standard FG5 6 Wind Front (NE) 38.3 0.400 0.400 45 90 Standard FG6 7 Wind Front (NE) 18.0 0.400 0.400 45 90 Standard FG7 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 3 Project Title.......... The Murphy Residence Date..09/05/07 14:03:56 MICROPAS7 v7.30 File -07353S Wth-CTZ11S05 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2036 SF Res. - Submittal FENESTRATION SURFACES Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments 8 Door Front (NE) 10.0 0.530 0.650 45 90 Standard FG8 9 Wind Front (NE) 3.5 0.400 0.400 45 90 Standard FG9 10 Wind Front (NE) 20.0 0.400 0.400 45 90 Standard FG10 11 Wind Front (NE) 15.0 0.400 0.400 45 90 Standard FG11 12 Wind Front (NE) 15.0 0.400 0.400 45 90 Standard FG12 13 Wind Front (NE) 12.0 0.400 0.400 45 90 Standard FG13 14 Wind Front (NE) 12.0 0.400 0.400 45 90 Standard FG14 15 Door Left (SE) 9.0 0.530 0.650 135 90 Standard LG1 16 Wind Left (SE) 6.0 0.400 0.400 135 90 Standard LG2 17 Wind Left (SE) 3.0 0.400 0.400 135 90 Standard LG3 18 Wind Left (SE) 12.0 0.400 0.400 135 90 Standard LG4 19 Wind Left (SE) 12.0 0.400 0.400 135 90 Standard LG5 20 Door Left (SE) 40.0 0.530 0.650 135 90 Standard LG6 21 Wind Back (SW) 20.0 0.400 0.400 225 90 Standard BG1 22 Wind Back (SW) 8.0 0.400 0.400 225 90 Standard BG2 23 Wind Back (SW) 12.0 0.400 0.400 225 90 Standard BG3 24 Wind Back (SW) 8.0 0.400 0.400 225 90 Standard BG4 25 Wind Back (SW) 16.0 0.400 0.400 225 90 Standard BG5 26 Wind Back (SW) 48.0 0.400 0.400 225 90 Standard BG6 27 Wind Back (SW) 16.0 0.400 0.400 225 90 Standard BG7 28 Wind Back (SW) 12.0 0.400 0.400 225 90 Standard BG8 29 Wind Back (SW) 12.0 0.400 0.400 225 90 Standard BG9 30 Wind Back (SW) 10.0 0.400 0.400 225 90 Standard BG10 31 Wind Back (SW) 9.0 0.400 0.400 225 90 Standard-BG11 32 Wind Right (NW) 15.0 0:400 0.400 315 90 Standard RG1 33 Wind Right (NW) 3.0 0.400 0.400 315 90 Standard RG2 34 Wind Right (NW) 6.0 0.400 0.400 315 90 Standard RG3 35 Wind Right (NW) 18.0 0.400 0.400 315 90 Standard RG4 36 Wind Right (NW) 12.0 0.400 0.400 315 90 Standard RG5 37 Door Right (NW) 9.0 0.530 0.650 315 90 Standard RG6 38 Skyl Horz 8.0 1.300 0.730 45 0 None SKY1 OVERHANGS Window overhang Area Left Right Surface (sf) Width Height Depth Height Extension Extension 1 Window 8.0 n/a 4 2 1.25 n/a n/a 2 Window 8.0 n/a 4 2 1.25 n/a n/a 3 Window 15.0 n/a 5 2 1.25 n/a n/a 4 Window 9.0 n/a 6 2 1.25 n/a n/a 8 Door 10.0 n/a 1 8 0 n/a n/a 9 Window 3.5 n/a 3.3 2 1.25 n/a n/a 10 Window 20.0 n/a 5 2 1.25 n/a n/a 11 Window 15.0 n/a 5 2 1.25 n/a n/a 12 Window 15.0 n/a 5 2 1.25 n/a n/a 13 Window 12.0 n/a 4 2 1.25 n/a n/a 14 Window 12.0 n/a 4 2 1.25 n/a n/a CERTIFICATE OF*COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 4 Prosect Title.......... The Murphy Residence Date..09/05/07 14:03:56 MICROPAS7 v7.30 File -07353S Wth-CTZ11S05 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2036 SF Res. - Submittal OVERHANGS km Window Overhang Area Left Right Surface (sf) Width Height Depth Height Extension Extension 15 Door 9.0 n/a 3.3 2 1.25 0 n/a n/a n/a n/a 16 Window Window 6.0 3.0 n/a n/a 3 1.5 20 20 0 n/a n/a .17 18 Window 12.0 n/a 4 2 1.25 n/a n/a 19 Window 12.0 n/a 4 20 0 0 n/a n/a n/a n/a 20 21 Door Window 40.0 20.0 n/a n/a 6.6 5 20 17 1.25 n/a n/a 22 Window 8.0 n/a 4 10 0 0 n/a n/a n/a n/a 23 24 Window Window 12.0 8.0 n/a n/a 4 4 10 10 0 n/a n/a 25 Window 16.0 n/a 8 10 0 n/a n/a 26 Window 48.0 n/a 8 10 0 0 n/a n/a n/a n/a 27 28 Window Vindow 16.0 12.0 n/a n/a 8 6 10 4.5 1.25 n/a n/a 29 Window 12.0 n/a 6 4.5 1.25 n/a n/a 30 Window 10.0 n/a 5 2 1.25 n/a n/a 31 Window 9.0 n/a 6 2 1.25 n/a n/a 32 Window 15.0 n/a 5 4 1.25 n/a n/a 33 Window 3.0 n/a 1.5 2 1.25 n/a n/a 34 Window 6.0 n/a 3 2 1.25 n/a n/a 35 Window 18.0 n/a 3.3 20 0 n/a n/a SLAB SURFACES Area Slab Type (sf) Standard Slab 540 HVAC SYSTEMS Verified Verified Verified Verified Verified Maximum System Minimum Refrig Charge Adequate Fan Watt Cooling Type Efficiency EER or TXV Airflow Draw Capacity Furnace 0.800 AFUE n/a n/a n/a n/a n/a ACSplit 13.00 SEER No Yes No No No km CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 5 Project Title.......... The Murphy Residence Date..09/05/07 14:03:56 MICROPAS7 v7.30 File -07353S Wth-CTZ11S05 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2036 SF Res. - Submittal System Type Furnace ACSplit Sizing HVAC SIZING CHICO EXP STA Winter Outside Design...... 27 F Winter Verified Total Sensible Design Maximum Heating Cooling Cooling Cooling Load Load Capacity Capacity (Btu/hr) (Btu/hr) (Btu/hr) (Btu/hr) 42612 n/a n/a n/a n/a 35126 42390 n/a Sizing Location............ CHICO EXP STA Winter Outside Design...... 27 F Winter Inside Design....... 70 F Summer Outside Design...... 102 F Summer Inside Design....... 75 F Summer Range ............... 37 F System Type DUCT SYSTEMS Verified Verified Verified Duct Duct Duct Surface Buried Location R -value Leakage Area Ducts Furnace Attic R-4.2 Yes ACSplit Attic R-4.2 Yes WATER HEATING SYSTEMS Heater Tank Type Type Distribution Type 1 Storage Gas Standard Number in System 1 No No No No Tank External Energy Size Insulation Factor (gal) R -value 0.60 50 R- n/a 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 a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve (TXV). If a cooling system is not installed, then HERS verification is not necessary. - This building incorporates HERS verified Duct Leakage. HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods and *** CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 6 Project Title.......... The Murphy Residence Date..09/05/07 14:03:56 MICROPAS7 v7.30 File -073535 Wth-CTZ11S05 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2036 SF Res. - Submittal HERS REQUIRED VERIFICATION *** must be reported on the CF -4R installation certificate. *** This building incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve (TXV). If a cooling system is not installed, then HERS verification is not necessary. This building incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF -4R. If the measured CFM is above the target, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the compliance calculations could be redone without duct testing. If ducts are not installed, then HERS verification is not necessary. REMARKS Conditioned square footage is determined by the conditioned footprint of each floor or level. Ceiling height is not used to determine floor area. Additionally, stair areas are counted at each floor or level. The reference FRONT orientation used in these calculations may or may not contain the entry door to the dwelling. This in no way affects the accuracy of these calculations. Any walls between conditioned space and crawlspace or attic shall be insulated to a value of R-19 or greater. Energy Calculation Services has C -HERS raters on staff. If these documents require HERS inspections or testing we are certified to provide these services. Please call 1 (530) 894-8466 for additional information. r CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 7 Project Title.......... The Murphy Residence Date..09/05/07 14:03:56 MICROPAS7 v7.30 File -073535 Wth-CTZ11S05 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2036 SF Res. - Submittal 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. DESIGNER or OWNER Name.... Jim Murphy Company. Address. 9603 Southwind Court Durham, California Phone... 530.570.1553 License. Signed.. ate ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. ate DOCUMENTATION AUTHOR Name.... Marty Runnells Company. Energy Calculation Services Address. 574 Manzanita Avenue, Ste 9 Chico, CA 95926 Phone... 530-894-8466 Signed.. 9 D7 94 ate MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 1 Project Title.......... The Murphy Residence Date..09/05/07 14:03:56 ******* Project Address........ 9603 Southwind Court Durham, Ca. *v7.30* Documentation Author... Marty Runnells ******* Building Permit Energy Calculation Services 574 Manzanita Avenue, Ste,9 Plan Check Date Chico, CA 95926 530=894-8466 Field Check/ Date Climate Zone........... 11 Compliance Method...... MICROPAS7 v7.30 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.30 File -07353S Wth-CTZ11S05 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -2036 SF Res. - Submittal Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supersede the items marked with an asterisk (*). 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. BUILDING ENVELOPE MEASURES De- En- sign- force- er ment SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES De- En- n/a *150(a): Minimum R-19 insulation in wood framed ceiling or equivalent U -factor in metal frame ceiling __1150(b): Loose fill insulation manufacturer's labeled R -Value �- *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not apply ✓ to exterior mass walls) *150(d): Minimum R-13 raised floor insulation in framed floors ✓ or equivalent U -factor 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door covering the entire opening of the firebox b. Outside air intake with damper and control, flue damper and control 2. No continuous burning gas pilot lights allowed 150(f): Air retarding wrap installed to comply with Sec. 151 meets requirements specified in ACM Residential Manual 150(g): Vapor barriers mandatory in Climate Zones 14,16 only -_O/A 150(1): Slab edge insulation - water absorption rate for the insulation material without facings no greater than 0.3%, water vapor permeance rate no greater than 2.0 perm/inch d/& 118: Insulation specified or installed meets insulation quality standards. Indicate type and include CF -6R form ✓` 116-17: Fenestration Products, Exterior Doors and Infiltration%— Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage 2. Fenestration products (except field -fabricated) have label with certified U -factor, certified Solar Heat Gain ✓ Coefficient (SHGC), and infiltration certification 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed De- En- sign- force- er ment SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES De- En- MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF-lR Page 2 Project Title.......... The Murphy Residence Date..09/05/07 14:03:56 MICROPAS7 v7.30 File -07353S Wth-CTZ11S05 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -2036 SF Res. - Submittal sign- force n/a er ment 110-113: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission •� 150(h): Heating and/or cooling loads calculated in accordance ✓ with ASHRAE, SMACNA or ACOA 150(i): Setback thermostat on all applicable heating and/or cooling systems 150(j): Water system pipe and tank insulation and cooling systems line insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R12 or greater 2. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 internal and indicated on the exterior of the tank showing the R -value ✓ 3. The following piping is insulated according to Table 150-A B or Equation 150-A Insulation Thickness: 1. First -5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of recirculating sections of hot water pipes shall be insulated to Table 150B ✓ 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and indirect hot water tank shall be insulated to ✓ Table 150-B and Equation 150-A 4. Steam hydronic heating systems or hot water systems >15 psi, meet requirements of Table 123-A N/A 5. Insulation must be protected from damage, including that ue to sunlight, moisture, equipment maintenance and wind 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed entirely in conditioned space ✓ 7. Solar water -heating systems/collectors are certified by tie- Solar Rating and Certification Corporation *150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL '723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used 2. Building cavities, support platforms for air handlers, ani plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to ause reductions in the cross-sectional area of the ducts 3. Joints and seams of duct systems and their components MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 3 Prn-p_rt Title.......... The Murphy Residence Date..09/05/07 14:03:56 MICROPAS7 v7.30 File -073535 Wth-CTZ11S05 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -2036 SF Res. - Submittal shall not be sealed with cloth backed rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands 4. Exhaust fan systems have back draft or automatic dampers S. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually ✓ operated dampers 6. Protection of Insulation. Insulation shall be protected from damage due to sunlight, moisture, equipment mainten- ance and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause ✓ degradation of the material 7. Flexible ducts cannot have porous inner cores ✓ 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the heater, weatherproof operating instructions, no electric resistance heating and no pilot light_ 2. System is installed with: a. At least 36 inches 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 NIA pump time switch 115: 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) ✓ 118(1): Cool Roof material meets specified criteria ter/ RESIDENTIAL LIGHTING MEASURES De- En- sign- force n/a er ment 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26). Ballast for lamps 13 watts or greater are electronic and have an output frequency no less than 20 kHz 150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, luminaire has factory installed HID ballast 150(k)2: Permanently installed luminaires in kitchens shall be high -efficacy luminaires. Up to 50 percent of the wattage, as determined in Sec. 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires OR are controlled by an occupant sensor(s) certified to comply with Section.119(d) that does not turn on automatically or have an always on option 150(k)4: Permanently installed luminaires located other than in kitchens, bathrooms, garages, laundry rooms, and utility MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 4 Proiect Title.......... The Murphy Residence Date..09/05/07 14:03:56 MICROPAS7 v7.30 File -073535 Wth-CTZ11S05 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -2036 SF Res. - Submittal rooms shall be high efficacy luminaires (except closets less than 70 ft2), OR are controlled by a dimmer switch OR are controlled by an occupant sensor(s) that complies with Section 119(d) that does not turn on automatically or have an always on option 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are certified air tight to ASTM E283 and labeled as air (AT) to less than 2.0 CFM at 75 Pascals V/tight 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaires (not in- cluding lighting around swimming pools/water features or other Article 680 locations) OR are con -trolled by occupant sensors with integral photo control certified to comply with Section 119(d) 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sec. 130, 132, and 147. Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Sec. 130, 131, and 146 150(k)8: Permanently installed lighting in the enclosed, non - dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) RESIDENTIAL KITCHEN LIGHTING WORKSHEET WS -5R Page 1 Project Title.......... The Murphy Residence Date..09/05/07 14:03:56 MICROPAS7 v7.30 File -07353S Wth-CTZ11S05 Program -FORM MF -1R FUser#-MP1333 User -Energy Calculation Servic Run -2036 SF Res. - Submittal At least 50% of the total rated wattage of permanently installed luminaires in the kitchen must be in luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. KITCHEN LIGHTING SCHEDULE High High Efficacy Efficacy Other Luminaire Type (Yes/No) Watts Quantity Watts Watts x = or x = or x = or x = or x = or Total A= B= Complies if A >= B Yes No Rules for Determining Residential Kitchen Luminaire Wattage Screw Base Sockets - Section 130(c) 1 (Not containing permanently installed ballasts) The maximum relamping rated wattage of the luminaire, as listed on a permanent factory -installed label (luminaire wattage is not based on type or wattage of lamp that is used). Permanently or Remotely Installed Ballasts - Section 130(c) 2 The operating input wattage of the rated lamp/ballast combination based on values published in manufacturers catalogs based on independent testing lab reports. Line Voltage Track Lighting (90 through 480 volts) - Section 130(c) 3 1. Volt-ampere (VA) rating of the branch circuit(s) feeding the tracks; or 2. For tracks equipped with an integral current limiter, the higher of - The wattage (or VA) rating of an approved integral current limiter controlling the track system or - 15 watts per linear foot of the track; or 3. For tracks without an integral current limiter, the higher of - 45 watts per linear foot of the track or - The total wattage of all of the luminaires included in the system. Low Voltage Track Lighting (less than 90 volts) - Section 130(c) 4 Rated wattage of the transformer feeding the system, as shown on a permanent factory -installed label Other Lighting - Section 130(c) 5 (Lighting systems that are not addressed in Sections 130 (c) 1-4) The maximum rated wattage, or operating input wattage of the system, listed on a permanent factory installed label, or published in manufacturer's catalogs, based on independent testing lab reports. HVAC SIZING HVAC Page 1 Project Title.......... The Murphy Residence Date..09/05/07 14:03:56 Project Address........ 9603 Southwind Court ******* Durham, Ca. *v7.30* Documentation Author... Marty Runnells ******* Energy Calculation Services 574 Manzanita Avenue, Ste 9 Chico, CA 95926 530-894-8466 11 Climate Zone........... Compliance Method...... MICROPAS7 v7.30 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.30 File -07353S Wth-CTZ11S05 Program -HVAC SIZING User#-MP1333 User -Energy Calculation Servic Run -2036 SF Res. - Submittal GENERAL INFORMATION Floor Area ................. Volume .. .................. Front Orientation.......... Sizing Location............ Latitude ................... Winter Outside Design...... Winter Inside Design....... Summer Outside Design:..... Summer Inside Design....... Summer Range ............... Interior Shading Used...... Exterior Shading Used...... Overhang Shading Used...... Latent Load Fraction....... Description 2036 sf 19079 cf Front Facing CHICO EXP STA 39.7 degrees 27 F 70 F 102 F 75 F 37 F Yes Yes Yes 0.20 HEATING AND COOLING LOAD SUMMARY 45 deg (NE) Heating Cooling (Btu/hr) (Btu/hr) Opaque Conduction and Solar...... 18641 Glazing Conduction and Solar..... 9733 Infiltration ..................... 7454 Internal Gain .................... n/a Ducts ............................ 6784 Sensible Load .................... 42612 Latent Load ...................... n/a 7488 16393 3011 2290 5944 35126 7264 Minimum Total Load 42612 42390 Note: The loads shown are only one of the criteria 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. COVER OF - 18 6/5/07 STRUCTURAL CALCULATIONS FOR MURPHY RESIDENCE 9603 Southwind Ct. DURHAM, CA 95938 AP# 039-5407050 Q�oQROF BSlpN�` Z No. 61 Exp. d ofd CNIL wl. 9lF®F CAZtF"�� 10-7 MATT TEAGUE, P.E. Fsli7i'E 2367 DAYTON RD. .,COUNTY ` CHICO, CA 95928 JUL 0 9 2007 (530) 893-1350 DEVELOPMENT SERVICES A MURPHY RESIDENCE .9603 Southwind Ct. Durham, Ca 95938 AP# 039-540-050 DESIGN CRITERIA SEISMIC ZONE 3. WIND: 75.MPH, EXP C ALLOWABLE SOIL BEARING PRESSURE = 1500 PSF ALLOWABLE LATERAL BEARING (PASSIVE) = 200 PSF ROOF LIVE LOAD = 20 PSF . FLOOR LIVE LOAD = 40 PSF LUMBER (Doug fir, UNO) Studs or Construction Grade: Fb = 700 psi Other: No. 2; Fb = 900 psi, Fv=180, Ft=575, Fc=1350 HARDWARE Simpson Strong — Tie CONCRETE f c = 2500 psi in 28 days REIN. STEEL ASTM A615, Grade 40 FASTENERS (NDS Table 11N,.1-1/2" side member) Sinkers: 16d: Z = 118 x 1.33 = 157 lbs 10d Z = 81 x 1.33.= 108 lbs 8d Z = 72 x 1.33 = 96 lbs ANCHOR BOLTS( NDS --Table 11 E 2x sill: Y20: Z = 620 x 1.33 = 825 lbs % 0:. Z = 1184 lbs 3x sill: Y20: Z = 730 x 1.33 = 971 lbs % 0: Z = 1516 lbs Z MURPHY RESIDENCE 9603 Southwind Ct. Durham, Ca 95938 AP# 039-540-050 MATERIAL WEIGHTS TRUSSES 2.8 PSF SIDING Cement board siding = 2.3 PSF ROOFING Asphalt .Shingles = 3.0 PSF SHEATHING 3/8" = 1 PSF '/2" = 1.5 PSF 3/4" 2 PSF GYPSUM WALL BOARD 2.5. PSF RM Oi --- CQ N FO (LM �'0 C..OUV �4.iT �`i ►.t �� �►FG . L► wmST-) %- L4 u LINE f3 r� I • ONLY Q I I I RM oK a -V �N . C7 Y L-,�&o 5 �2volc 35502 UVB. 'D�A4 13 'rR.►ss�s 2:; ERZ, ,•�Q,.r , 1Jv5i��- � , O 6 YF. SICINli �vfl5 FjaEG �NS U t► 6ws3 M%, -.,C- . �-T– — blEST tSz�L'Tta+1 4u vt� cov �..,5 �.c_T 17-2- -Tbcl 44 w `� _Zl ,3 x , Z NO o P1 = I 1 Zo �'fdrA-L ro 1 LZZ-4 x y -70 u £ ni- s ��2ti_C."r1o� wtHt� Gov�tiS r►... Q.r .�.cSJ�.-'tf�a -DI ,.-r- �a� 1-t-ic c (aw L"\ 9.1i+(2ox '/0 . ] '�3 aT w �•-�� B lot ID3 A.T wI�✓�d. D c � 30 WI - �ZZ.&+�2.i�2) �C2ox �i2Z 33�Z� Z PT wA-ti ti- roDd{2fs A+S �oCZ- 3* W D+•�,lr � "�� -fjloT Co WN . 35502 D I A -P H 2a•nn 5 MA x rl)Z 5ce7� Zr� ZZ. -7 015 3332 z3 l `� 7 p'u- A=F. sf ��� : -7 cd S,4 5H r7s.^�l r � L, 8d el�z (C.F vrms. 35502 7 �D -ro MAIC t91k4 �tSMdx = 23 ck S*-tt— Q�-A�E Lf -3 . 3 L+ Ar:9 N:) �o ut.L- 1-ri . 4-r — ' x. Max r Q.' 3.Z5- i I � ' N10r _ 1 V1)/It,' = I e 1 U5E 316 S�toaY-� r i Nix �d o? b�� 2 N A. t V I wr'c. Z(a0 ,.IV L7o _. AAJCHC,g- f3Ot�T-$ em Foa- crf 95ost''Tbu5tt,4) Let ei! �+H em i>, ivrm. 35502 W, J p2 'TO wt- 2 = IIZO# QSC 8wtet,t., DoT - 1120 C ly = 1 S(oP�p (i-Te-ito2- 14 Kr TO M = 2�3�10 PSF x to 8 ZA 3 3 VSE - 51:�•.'T.t N� u, _ o� "/ I.Z L 200 P1+ ) T,Q � w.� � S Q � � c C S � Co►-• v a..1-t.�,�, o.•.- C �) ' 16d �, l Zs�o 35502. F WIM. 35502 D3 -Tr-' w t_ S ; \/ = 315 -i DES i9 (Le- i S -, 1101 -PA, �Y�l s Hizf 2 jiG ! s i 1,'`i . alC :A -i L. 67 --� 110 "TY1AP:S EYE Sw S !'�q.-O0M I 315-1 7-17 p 1 moi = 31 s�7 = 5 z � P)t !c' fl 3s a ?ter'' do USC 3/3 SNS.�rC� :.�.► l� �c� Z / Z l �o d 1 A3S � za"'G tta4 biz; = CS4"1 ✓ +vS 1 SsrgL sp 2157 -Y' = 3► S't _ ► c s �O I. -a3(z) Z3 F 3!s`11 = 15 ? `1 t 2 VSE CSl4� Orr OQEj\I ir46S ibP i S3oT. 1 b S 0 i 6 -to (0-10 �/ z 1� zs5 �R = 6o vA l�� ?S� U (1} 3�0 Z 5 x"13) X38 G�S u 5 3,g,. St-1c1mItNls TR.uss -,A�Ka0- So` -r- , s ', 'tZ" �P �n Q*- m- � I svraN 1. (3-C-00. 4t �.s Cdr = 2�°Lq C�' ►q7q L-6 o �S x co -5 j C gs S\-ktse C\A K -lc. 3w' i2cl^ z It -z- C360 Plj` ^1 L-70 Z-4 oG, A.S3 ' A- f3 �S D �1li�Z wl. 55-M/(p -rof FUN -ME G0 e, Fn2 D3 a, wL -TO 4.e�E 0 0 IZO 15—T Coi .b�; • 23 Mcg opv- 4AT' f Slo'i b 9S )� i ) Sots (•/� or = x'1(0 9 ` = �, 1 O �� 232_ + o esr- Y 91)] 145{ L70 D ZZOC-, T9,45%. B c. 1-b 35502 O® a--- IZ �oo F Q EAtw1 SI �t N (s �ot�.o.....�...v Go.ti.c� Sl,•E�TS V.Src t�w�F. La1+•0 Dead Load (psf) Live Load (psf) Total Load (psf) RB -1 Roof Beams at Garage) DF#2 F'b 900 F'v 180 E 1600000 Span (ft) 10 DF#1 Tributary (ft) F'b 1000 F'v 180 E 1700000 Iw . 160 A req (fv) S req M max 2000 6.66667::..." , 6.66667.>:.>;>:.>:.>:;24 �oKco oe- 4x O rNON, 1 193.4 #2 0.116339 -1031.5 A 41.25 #1 0.109496 1095.9 S 51.56 #1 0.091752 1307.9 6x10 49.91 1 393 #2 0.057252 2096 A 52.25 #1 0.053884 • 2227 S 82.73 #1 0.050991 2353.4 6x12 73.83 1 697.1 #2 0.032277 3717.9 A 63.25 #1 0.030378 3950.2 S 121.2 4x6 Deflect. L/x 1 48.53 #2 0.463631 258.83 A 19.25 #1 0.436358 275 S 17.65 4x10 1 230.8 #2 .0:097487 1230.9 A 32.38 #1 0.091752 1307.9 S 49.91 4x12 1 415.3 #2 0.054178 2214.9 A 39.38 #1 0.050991 2353.4 S 73.83 13 iq RB -2 (Roof Beams at Rear Porch Overhang) DF#2 F'b 900 F'v 180 Dead Load (psf) IE 1600000 Live Load (psf) - Total Load (psf) Span (ft) 13.1 DF#1 Tributary (ft) F'b 1000 F'v 180 E 1700000 w 460 A req (fv) S req M max '9867.575 25.1083:"::..,.x:31:: 6: 25.1083 118.4 6x6 Grade Deflect. Ux 1 76.26 #2 2.498094 62.928 A' 30.25 #1 2.351147 66.861 S 27.73 W. 1 193.4 #2 0.985029 159.59 (o x 12 M A 41.25 #1 0.927086 169.56 S 51.56 6x10 1 393 #2 0.484745 324.29 A 52.25 #1 0.45623 344.56 S 82.73 is RB -4 / 5 (Roof Beams at Front Porch Overhang) DF#2 F'b 900 F'v 180 Dead Load (psf) E 1600000 Live Load (psf) . Total Load (psf) Span (ft) 10.5 DF#1 Tributary (ft) F'b 1000 F'v 180 E 11700000 w 135 A req (fv) S req M max 1860.469 5.90625:::::>24 81 5.90625 22.33 bX. '8`479 x w� �d �v (o ::::::.:.::::::::::.......:.::::.::....:.::.:.:.:....:::::::.:::......:::: ?»Qf <>4424 .................................. <><s'<'' >;» i>;<; <' ` > <><> <> ........................ 6x8 1 193.4 #2 0.119316 1056 A 41.25 #1 0.112297 . 1122 S 51.56 6x10 1 393 #2 0.058717 2145.9 A 52.25 #1 0.055263 2280 S 82.73 6x12 1 697.1 #2 0.033102 .3806.4 A 63.25 #1 0.031155 4044.3 S 121.2 RB-6 (Roof Beams at Bay Window) DF#2 F'b 900 F'v 180 Dead Load (psf) E 1600000 Live Load (psf) Total Load (pso Span (ft) 8 DF#1 Tributary (ft) F'b 1000 F'v 180 E 1700000 w 480 A req (fv) S req M max 3840 16>€`.�1r2. 16 46.08 1 76.26 #2 0.362549 264.79 A 30.25 #1 0.341223 281.34 S 27.73 1 393 #2 0.070351 .1364.6 A 52.25 #1 0.066213 1.449.9 S 82.73 6x12 1 697.1 #2 0.039661 2420.5 A 63.25 #1 0.037328 2571.8 S 121.2 4x6 Deflect. L/x 1 48.53 #2 0.569709 168.51 A 19.25 #1 0.536197 179.04 S 17.65 4x8 1 111.1 #2 0.248857 385.76 A 25.38 #1 0.234218 409.87 S 30.66 4x10 1 230.8 #2 0.119792 801.39 A 32.38 #1 0.112745 851.48 S 49.91 1 79.39 #2 0.348255 275 A 18.13 #1 0.32777 292 S 21.9 ILo 1(0 O2 --- ��, �.,y �ES� bu► ��1b�-`r h foci TR:..rSS R.E„�•G-�.o�--S QLv S 25o'!s Fo�L A-1,(,, o�.-� . 6c'�t►r►�, Pcc-c3Sat� � 1 Som Q� F ,, i /y k y, Q = 3000 + 17 300 DF-CJG Cs/2pEft �� ZZ %Z�. 2 -If X z O2 --- ��, �.,y �ES� bu► ��1b�-`r h foci TR:..rSS R.E„�•G-�.o�--S QLv S 25o'!s Fo�L A-1,(,, o�.-� . 6c'�t►r►�, Pcc-c3Sat� � 1 Som Q� F ,, i /y k y, Q = 3000 + Dccr� r.20FF+SClb2S� '—� Z2 x ZZ 300 DF-CJG Cs/2pEft �� ZZ %Z�. 2 -If X z In • 1 = Zoe 3o x 30 12 x �z FB -1 (Girder @ rear deck) DF#2 F'b 900 F'v 180 Dead Load (pso 10 E 1600000 Live Load (pso 40 Total Load (pso 50 Span (ft) 6.5 DF#1 Tributary (ft) 5 F'b 1000 F'v 180 E 1700000 w 250 A req (fv) S req M max 1320.313 6.77083: 6.77083 15.84 6x6 Grade Deflect. Ux 1 76.26 #2 0.082292 947.84 A 30.25 #1 0.077452 1007.1 S 27.73 6x8 1 193.4 #2 0.032449 2403.8 A 41.25 #1 0.03054 2554 S 51.56 6x10 1 393 #2 0.015968 4884.6 A 52.25 #1 0.015029 5189.9 S 82.73 6x12 , 1 697.1 #2 0.009002 8664.3 A 63.25 #1 0.008473 9205.8 S 121.2 4x6 Deflect. Ux 1 48.53 #2 0.129314 603.18 A 19.25 #1 0.121707 640.88 S 17.65 4x10 1 230.8 #2 0.027191 2868.6 A 32.38 #1 0.025591 3047.9 S 49.91 4x12 1 415.3 #2 0.015111 5161.8 A 39.38 #1 0.014222 5484.4 S 73.83 r , TO: Butte County Building Department 6/27/06 FROM: Matt Teague RE: Murphy Residence- 9603 Southwind Ct., Durham, CA -- AP # 039-540-050 Truss Ca1c. Review I have reviewed the Truss Details and Calculations provided by Construction Framing Specialists, dated 6/12/07 and certify that they conform to the building design and engineering in which I have provided. License # C 61554 !4 BUILDING APPt3UV` 0/t/07 COUNTY JUL 0 9 2007 ]DEVELOPMENT SERVICES .ae J CONSTRUCTION FRRMINC Job #;070264 DATE 7/18/2007 C I R L. MAIL TO: PO Box 238 Durham, CA 95938 T: 530.342.5844 F: 530.342.5845 Email: cfst2 -cfschico.com JOB INFORMATION PROD ECT Murphy. Residence 2007 CUSTOMER Jim Murphy ADDRESS 9603 Southwind Ct.- Durham, Ca 95938 COUNTY Butte NOTES: Revisions included in this package only, please see package dated 6/12/07 for complete set. ❑Shop Drawings ❑copy Sealed Drawings ❑Submittal ❑Field Set DESIGNER: Becky Marshall ENGINEER: TRUSWAL SYSTEMS 800-322-4045 Aparvd Inspection Agencc CONTINENTAL: 916-718-5217 P.O.Box 785 Lodi, CA 95241 Standard Prate Details ® 5130-01 Truss 0rawinq Notes ® 5130-03 Web 13racinq ® 5130-05 Alternate Prate ® 5130-09 Lateral Pracinq Gable End Details ❑ 6EP-12 Gable End Petails ❑ 60-14 Wind Load Pracinq ❑ 6F0-16 Gable Pracinq ❑ GE0-18 Dutch Gable Details End Jack/ Rafter Details 6' 5et Pack pressure Plock Nip Connections End Jack Connections 5pecialtq Details ❑ 50-30 False Frame ❑ 52-32 Ladder Frame ❑ 50-34 13earinq Plock ❑ 50-36 Nat fruss ❑ 50-39 Vallee frusses BUTTE COUNTY JUL 18 2007 DEVELOPMENT SERVICES •" " ' 1 R1Ss IU" KUUt- Q 1 RED :-LOC 1GCL 0 XLQ'D n Est Orr Clamel.61 p t (� Z. Reb ytad ea ,e•Nra1 .t +ty 1•e,tl.. .hem. ➢/f.Irr {LlC77ax($] r I O t4E .eels a.Son a.a7n tC ass SIT Clgol).aa !b�-Cp IIL fA.Jf$'S s« .bN.rJ / It. (pialenal.00..cvi). ®anrrt M.la R1N M.n.olna a ae-lP a ��ssnn��ba..� saD iza srr ra.r,W r)aMn$ arse [ uez1T1 107y ■ au u t►C t[aBRtNar7 '1'e �, zs• an Wft.r111 IBLt arslt\ 79 TIR Cag61m aP3l'LF ar YATt➢IP[lQIO➢ [e•e•.iNp .t tali ytv x[7 Lab•r aMv .11aFablrs ve e•r AP3. MTATIM LOAD MIS. lht. te•.a Ie blp. 2 ,a loo the t i (LIYD 4d f e lD rSP rv.e•.e,ercvt 1LT.L. ILC/LC Mus yl.te vl.e, „e W.aa .n AJCai.Sf tIN Bye, Fiotlw tI➢1 1t.1 44 !`r SeD lh ra-ose.erevt rWag BOLL nbLLrCe-Wc.u tEoav* .(wd14 aI.v-)./ ,,aIanA,, y�. w -.,o.aJ• ® -ra . ;7d• eEaFeaXr. iaCol➢ v➢L510 fATTE : �/1 l.e4 a W1 • re�I [n7 nC.bIlexoJ ®tF,reae a4tlaCl•n . rnG rrN m a ydANvW L.O. 1 1.4, tt (-."...1 ., 100 Mal. Frttvr • 1.13 �F-est bnd la legit 7 • A.rele.n•/Ou•v Lle. A• Y�r C•teaorS . 1 "I.a ..-C, •s cryo (1 citta] 1144 korLh . sa.00 it. dao filen[ . 111.59 it :.; �,*waw(a�•,v:;)/ in '.u]) •.•[ preveet rKtt).e/tvrpllM. sec aea7 1.Oa 14.0 r.3' Ltl�ghrt�s�gle.ta It. Fb 99 ::.-ea••a:y ; vrfi:ii] :•s„r .aa AxSITl 1.,a^eiwi Male rlwl/.w�e'e lwca..[InlOe ^f ,.•-i�v�z(t )/ vra.w) •wt C•.Fer..e• . Ctdelaa - s J•: a•, a:ln/ rY,a•••) •.n tel L.l•ry Ase.. Ia W •c (mv.p•n.)/ irv.a@.) GV ----------LOAD CASE Jr BISIOR 101➢6 _.............. ,.• .•N,�:M; t�'i.'afi ::; e:� n va:i IfDrro I. 11, no 0 o a a." i uii-va•.)/ trua•s7 •.J, IC ve 190.. o• o- 0 leo 00 so- e• • OUT ,,.,s :.�.fi:ro;i •axa•ri.}i:;ej e H ®I•cc writ m:m o. s. a iso." as. o. a a." �`:n,•(%`Lsj/ `xu-a...) �, .Iyp... Ib. X.L_ ram / ,aa...) •.0 is re da.o . I. o- o Loo • / *i.a.�) •.� enc V.9 zza:ee ie_ o- a I.Da BC VeaEs.O is. 0- O 0.97 50-0 1 1 2 3 4 5 8 7 y3 8.00d� T Ra -4 -34 3.4 7 08 1. 4 ❑ 15.4 15 SHIP 3-10 3 10 S 0-43' S 34 4-B 5=58 04-3 ei� / •. 1 sd. W.1308W.W.1308U_... _t=- wage U',143 tl-11 360.0 SEAL 8 6 70 it 12 13 Treswat Systems connector plates are 30 go, ..k- shown by"18" (18 90. ^H" (18 9a.1, ar "MX" M§h strength 20 go.), posatonad- perJoint Detd3 RaPOrts avalabi..ft- Truawal soft,-- Chc7ed plates aad fab"frame Plats are positioned as shovmab.,e. w Read all notes on this sheet and g/ve a copy of it to the Erecting Contracto coat[ T, C -,,-y ��nlrb enwvislmy"m.wernta... m;.!ob.[cute.nm.mmaF�evm.o..yytyJ.,amannermcre .. W0: Dr"e Y_eaapte_1A0005_rg0001 T ��/p,�p' 9 aarawam asn.duawe y..z.t naarx.ca.o.a.ca vam..awmdr..,'. n,..aw, II ��� m W�II aamee.maaf Wuecsata,a</m:.b:a,aaew oieedeUorPbmabSiva Tn erifrgMbm m�,a,anw,IMRtem DnP.�'r 9W r: al WT: 1760 //"ll L.. lav msr.acp,m.aarmcmavao,eroMaeaebreemmv,pem aam. ar;am _ .mxvns\ rra u��""m"a9 TC LA- 40.00 b e�.ants.aaenmouvremmna,aanmmvwc:y[myyenreay.itleumn,a,:ea,mmMy., ,,,y ,,,e„raw,eyn Fr DerPaca Lnl.ls P=1.14 ®SYSTEMS aswaeWava ear ma yymaanvmm�.ue� mmttabntPa6 •aegom rcnmm,bemmay rc peed 10.00 peY Rep Xbr Rod l.do "1^''^Ka+Nro«."+ad,n,e.a<treaus,.o,amaawoitx.aatrau.�„cer nsa aemte ry,�p.p„ro, IIep ffir Ceap 1.00 >nen.=ey. suvma=.ma..m=.rn..ey.a,wm:ve:t.wfan.aaa, "a�+'a,ennevo�.r�mra..staanvn 1 EC Lt- ' 0.00 paf •M4r1q)', vrlcar-)woanw.Lw,a,ylrwc:.rn or\e6.,wa'eewlvtoreoouapnxrerm rropuaoa.' $C Dead 10.00 0f IIrp ffir Teen 1.00 rxrn cawsw.rxr..v.\vi++nrxan 9�[aw nd'¢ma[a wss"LTs gvnu.,espl0„nrepw.Id•Iv nxsb,:<.m,rnmoomeeoa t, lb,..\ P O.C.Spaeleg 8. 0. 0 FBDSPLOs 8.0 KII, i0.4.E8 wiarnloeYll lraMerbYnFc�aearJprpepvvym µfpp)kacgyeftlt \aathkt h\V,S9lllgws,rptst pGi¢eaLgn pee IgC __.TOTAL 60.00 '.._r /� Depth and span dimensions (feet-inch-16ths) nChord pitch, if applicable, (nches per foot) ©Bearing information and width requirements ® Applicable design loads Adjustment factors to lumber and metal connector plates, spacing, and design specification ®Bearing reaction force (pounds) KflMetal connector plate types & sizes F Lumber size, specie, and grade for each member Combined stress index for webs and chords ®Maximum compression and tension forces for webs and chords (pounds) ®Calculated LL deflection ratio and deflection magnitudes (inches) LRequired truss member bracing location ®Important general notes and design assumptions 2-t5d, Pd &S T yp. - Ah o. cdT✓ t->9.3 �n RETS 1u' kofrz o�� ......., v-c�invex+.v��.....oc+aw,.•m..arw.aw....••.�.m..,sawvr ...ds .uvn? �' ! 7$n .LtY _, P, '. e Del 4� C,�I�I Tlfld1:Tf;INI' op C011VI' ION P'2, "T° EPA6r-, 1145174I,ATION Wil: I �' hail lil i► �--- CONTWOUS LATP-'R.AL fP 14 ,,,-, UoE wII�ILA DETAIL AT 1/3 AND 2/5 OF IAEU HEI-45LzRROILaIRC- I./�.z�ll�, LAYOVT f:• WID $C%R Ig0p aIP tll�ii� f;! lt i Tt�t Ea, m.Aar: cati"I�.!1! 5 LAIEP k. C41N N0 U5E MOOr1AL BRACINO lye . TRAIN T ni, PETAIL-) OELOK RDOF $WE-ATS-IIr'\fa-` If,;— CE -110W NOT PRIM 5 OR MORE 51MILAR D,J r --NT 1?,U5S i, QL)1RJ 613d' CIH61P 140TE: I . "T° 51ZIACIr. 'I c> BE- OF TF-. SAME MATERIAL Ais 't3IF T"126 HEWINO. 2. "T" PRA ,� 15 T4 F,1 A 1TACKED HIV loci fd�i�h,�0111 OR W i AIL5 AT 8" 0.e. la4 MIN. C,014r)Uu oUe LA'rERAL BFArfi+lfs A6 .*ZGUIPZP BY Ix4 MIN. PIMOJV4 BWEVN6 IAILI p TC} F-A,,v $10E OF LA -MrALLY BRA'/'W HES, PLACE AT BD OF I,.AYOV-1 / s °;1 APPROX. 20 FT, Tla-! A-& i - —1 TRUSWPI L S YS TEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 C001003160 5/9/03 Users of Truswal engineering: 7x011087001 The TrusPlusTm engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on members for which it is required to reduce buckling length. Sealed engineering drawings IM from Truswal will show the required number and approximate locations of braces for each member needing bracing. In general, this bracing is done by using Truswal Systems Brace-It"m or a 1x or 2x member (attached to the top or bottom edge of the member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when CLB bracing is not possible or desirable) that will also satisfy bracing needs for individual members (not building system bracing): 1. A 1x4 or 2x4 structurally graded "T" brace may be nailed flat to the edge of the member (up to 2x6 web members only) with 10d common or box nails at 8" o.c, if only one brace is required, or may be nailed to both edges of the member if .two braces are required. The "T" brace must extend a minimum of 90% of the member's length. For 2x8 and larger web members, bracing must be done per building designer, or 2. A scab (add-on) of the same size and structural grade as the member may be nailed to one face of the member with 10d common or box nails at 8" o.c. if only. one brace is required, or may be nailed to both faces of the member if two braces'are required. A minimum of 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, or any other approved method, as specified and approved by the building designer. EXAMPLES 90% L 90% L m� L Please contact a Truswal engineer if there are any questioi o. 1693 A ,kor REN /�7 cA� O .5TANDARD DETAIL #01 6-5-q2 .�E 4 Fey 1 -ii -9q 5m T MOCKlN6 AND BRACIN6 AT BEARING NAL L6 FOR CANTILEVER, 5TtS, OR INTERIOR. CONDIFOR T"s W=FORT ONLY; NO %LEAK TRAN5FM ALLOWED. . ITEMI 2x4 Ill. STANDARD CONTINlJO4 LATERAL BRACIN6, >A 2-10d RAIL$ TYP, J 4 A USA6'E CONTROLS P 4! 7465 DEM LE -46 THAN 24° ---)� ITEM #5 ONLY 24" AND 6RREAT'ER----> ITEMS #I, 21$ #2 PAIR Or- PIA.60RAL BE,tGIN6 AT 20'-O° O.C. MM. 2x4 DFL 5TD, LUMBEk ITEM #5 2x BLOCKINS, MATCH BOTTOM CHORD DEPTH. DIA60ML BRAC(N6. �; SM -TION A -A ROOF SWATHING 500 TO 45° (APPROX) CONTINUOS LATERAL BRAGIN$. ALT. VRACIN6 LOCATION, LEM6TH TR1E6. KEB AT 6UPFPOR'(-, IM MUST BE WITHIN? 450 OF VERTICAL, 2x BLOCKIN6 BEARING OALL,. END JACK /-RAFTER STANDARD DETAILS MATERIAL (CALIFORNIA STYLE-) TRUSS PLATES AND LUMBER AS .1 PER'INDIVIDUAL TRUSS DESIGNS. OPTIONAUEXTENSION 3-4 _�A - HIP GIRDER CHORDS B MAXIMUM`JACK-SPACING IS 24-.0"0.C.= I (FOP CHORD TO HIP GIRDER) -1 JACK TOP CHORD RUNS OVER GIRDER TOP CHORD. I10dor16dNAILS, ' IROUGH JACK T.C. INTO RDER TOP CHORD, TOE-. 0LED, ORADEQUATE z_CHANICAL`kANGER PER ------------------------------------- CONNECTION; DETAIL "B" CHORD TO.tt2!RDER) . (2) 10d or 16d NAILS'. THROUGH JACK B.C. INTO GIRDERBOTCHORD, TOE= NAILED, ORADEQUATE - MECHANICAL HANGER PER LUMBER REQUIREMENTSEE91E FOR,ALL.- 2X , I- APPROVED DESIGN X PP 0 ESI BE JACK -TOP;.CHORD-,2X4;. PER. APPROVEDDESIGN JACK BOT CHORD..2X4; PER APPROVED.,DESIGN I P - pp OVE D SI CORNER RAFTERi'PER APPROVEDMESIGN EXTENSIONS SUPPORTED AT 48" O.C..MA—XIMUM.-BEYOND. .-TOP:CHORD,MAY BE SPLICED AS SHOWN, ABOVE'THE-HIP GIRDER ONLYI -13OTrOM.C14ORD,LENGTH,MAY'.VARY FROM 6­MINIMUM.T.O W-0- MAXIMUM.- -DO NOT SPLICE THE Borrom CHORD. -!TOP CHORD PITCH: MAY VARY FROM 41,12,MINIMUM.TO,8112 MAXIMUM. -BOTTOM:.CHO]lkD PITCH MUST -BE FLAT (0112). -2XTRAFTERWAY BE SEAT CUT AT WALL, AND.TRJMMED TO 2X4.WIDTH. (3.5") FOR :OVERHANG UP TO'34",'(24"•.@ 4S DEGREES)`MAX `CONNECTION 'DETAIL 7U.9 (TOP CHORD To RAFTER) - JACK TOP CHORD SINGLE MUSTBE BEVELED OR. DOUBLE BEVELED _IuO Or I t3d NAILS, THROUGH ' EACRJACK T.C'INTO-RA:FTER, TO&NAILED, AND 1/4';3-O" SIMPSON SDS OR EOIV..WO00 §CR*EWS,`0R'ADEQUAT-E MECHANICAL HANGER -PER MANUR 2-0-& 4'.LO- JACK T.C. (3) NAILS 5!-07 JACK T.C. .(2) SCREWS rV- lAn.V. 1 -PLY -OR MORE GIRDER- w(wNt-rAlUmur RAFTER ONLY) NOTE: IF 2-0" SIDE JACK BOTTOM CHORDS ARE USED (INSTSAD. OF WEDGES ATTHE WALL), THEY MAY BE ATTACHED TO.THE CHORD OF THF FIRST FNpjArKA.S-pi; PSF ULZ51UNEU FOR.10 PSF NON-CONCLIRRENT TC LIVE BOTTOM CHORD LIVE.L.OAD. Dur. Fact. 1.15� PLATES & NAILS DESIGNEDfOR GREEN'WMBER VALUES. TC SNOW 30 Rep'Mem. 1115 WIND LOADED:FOR.80 MPH, EXPOSURE "c-,- MAXIMUM. S TC DEAD 10 NO POINT LOADS; MECHANICAL UNITS, HVAC, SPRINKLERS, OR OTHER BC DEAD 7 Code UBC 97 ITEMS CAUSING ADDrTIONAL.LOADS ON THE STANDARD JACKS IS.- ALLOWED.'WITHOLIT. SPECIAL DESIGN: THIS DETAIL IS PROVIDED SAS A SUGGESTED SOLUTION To THE APPLICATION SHOWN P_ffiL�Y. IT ISNOT INTENDED TO REPLACE OR SUP ERCEDE ANY SIMILAR 67927 DETAIL THAT MAY HAVE BEEN P-ROVIDED-BY THE BUILDING OESIGNER..rr is THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL ne �1%20 . 0, ANY. U MAL IN RELATION TO SPECIFIC PROJECT, ASTO%ITS APPLICATION AND INTENT k' . APPLIED TO THIS_OR ANY SIMILAR ISSUE. TRUsWAL.sYSTEmsASSUMES-NO OMAR - RAF -TER' 3RG 1 'X=LOC .'REACT SIZE REQ! 0 - 0- 2v ­g .618 4-.9S" 1; SD" TC I BLX �22x01 OIL 11 fm .FL TH ; 2 8� 6- 4' 442 1. 50" 1. 50" PLATE VALUES -PER..rCHO RESEARCIV REPORT. #X607. Leaded Por 10 Psr rTE RESULT, OF hULrXPLE'LQADcA5ES. a .4 U_ 4� 2:4:. 2-� 2 17.7 -1; sv, SO4 1 246 1. SO," 1.� 50" �Lclincu­est SCI.L., CBC SN W: Pa.. .33 Pr C.*. 0.90, 1 . 11co HW* &I interior 6�;4 1 -tions. I IF MANGERS jW*D;CATED QN*THLS DRAWING, 0 r TNEY-ARE, f ON I., - KAKERMLS 'FOR.. I -FLY AND-3r.HARGER 5 17- - 1 D 184 1'-50' 1.50" �' bleft-roctic.. NAILS FOR LTI-PLY GIRDERS.-- IF 2 5" CUA"WLS'ARE 6 17--8- 4 12 1: So- J_.S0" Permanent bracing .is-requj-d�(by -ho-) A.. 'Sio'.8CSI USED, THE HMGFAS!RUSr H RE�EVALUKITD: (BY. OTHERS). 7 3RG 111iQlAEMENTS-shown Qre'bazed•ONLY prevent:mtation/toppling. ImO3' PLATXKmRASEDON'CREF.WLWRCR: LUES, V� + ­.. ++...++.++++.. 4 Dn the truss; material at each b'(iarinb *OVER". ) . . '+'+ + +' +: + ++ C My BE SWRTENED.UP TO 3' MAX.1 ;O�.. , +.+ NOT ANALYZED 0!XRALANCFD.LnAD.,CkSES CRITICAL E TC � , R.. FpRCES: TENS. OUR O�erhwvioffit loading 0.0:psf + + +• + + + + 1 j + . . ... . . .1-1 1-2. .-4SB GO 7. -413 829 (1 is 0:86 146 1 60 '0-48 2 -3- -584 y .176 1:60 0..'. 3-4 4-S'. -934 -680 i a 118((((((1.60 �0:z 20 0 0�33' 1 5-0 -176 2 :0.32 0-0 0:0 +122 j 4 1 0 40 1_15) 0:1. a 0 o :47 30 17 1 .60 .0-0 .2 2 1;60)+ 0;'0'80 fie COMP. '"Si '1-2 _B33 :60) 0.34 2: 3 :4 4 S -679 60 / -450 -40 890 r -11-1L. LS), 0; 41 1:15 S2 Standard Elip: Rafter 6' Setback 7-j--1 4 Z. 0-4-O 1 2 3 4 5 r4-95- OVER 6. SUPPORTS. R-25 j B6 W:108. U148 R:12 ?im 1;184 1--105. . I - T -ISOHIP 10-0. VVAfTIVIMU'Read affnOtes omthis-sheetand'qi'�%af copy. ofit fo4he:E'v4cWng,ContraC-tor. Thl- d.4n b 1oc an ft.W.&w b.MM o-p ­U W MW ,s,, 11 h.s bast b-" - -P-111CMIni JX.44.d by tha oxnp­M m-JwW mmry.6meminta aromboYmiAadl0. Ods d&i2- W . --d th? 1ft&9 In1posed by if, hxal building code w4 the neBuggr ApMfteon. TbodeaghgeeUmme 0 d CFS- Ud th top Wd "Ybr--d by. e4d of -Oft -wj.1 *.Uy oOwtiire not.v B-1.24 .- b, fur 1.mW app-tf -ponant. .-b- nrdy W IdLm bu4klng 164gUL Tide ocqmp0ne,f ofuo not Eo pt..d in any FWcvjeh;ftd1Ntr.U;fl 692 -Duron Highway and L,rhDurham am, G4 938 ANS VM V. V4TCA 1' -woad I,- Coundl of A..J. St.,dwd N�jh Rp_-bfBd_.,BUjLDjNG * CO&WONENT SAFETY INFMMATION (SCSI 1:03)'and 13CSJ SUMMARY %EE7A'by WTCA.nd7PI:Th. Tnms Pmakbtm. (1F416 ba -fad et 503 Dt)aofyis Ddft Md- TRUSPLUS.6'.'O VER.: T6: 5 41 Wb­mb, 537-10. .'Rw Amedean Fwmt mW Paper AWMWW (AFPA) is Imatad at III I Ift StmM NW; Sin Ban WahkVUn Dc 20ase. This xruss.is designed using the CRC-01Z.d.. 81 -Enclosed - Yes"'Imporvance Factor - 1:15 .Tre29 L-6ti0n; ­Not.End Zone - 6/0cean. .'N%j al - 6000ft� 1,1111,59T.181!ooc ft fie.jg +Leq�th E;- height: 6*.:S,+.h..- go .CHC -2 T _Dftj[&LoAd­ _7. J., _!�rf - -LOADS - Oi ' L6PW L. L- R.Plof 'R .Loc Ver _.O­B...CL/TL _0 t P0.00 .2�'9�15 30;075 .TC V .00. O= 0- 0 113:1] jfs� 7- 0-14 0,73 TC V.rt 40.00 Y- 0-24 40 '. Do 17- 9-'0 8.75 exp: MIN ', . qfv:0- CUst:':EP1CK:.H0MES WO:.Drive-Q-2280a-L00006-300001 Dsgnr:-GH ILC= 19 WT.: TC .. Live 30.. 00:.,psf - LlveDur Lm1'115- P=1:15 TC Snow 30.00%psf ShowDur L.1.15 P=1.155 TC -Dead 10:00 '00 psf Rep iMbr:•Blid.-/.Comp /Tens :8C ' "Li vd 0.00 psf ' 1,00y 1.00''%-`1.00 Dead MO Psf. - O.C.Spacing 2- 0- 0 Bldg,Code: CBC -01 1DEFL,RATI0:.'L/360 TC: L/18 T STANDARD PRESSURE BLOCKING -DETAIL END VIEW ;USE -'(6)-10d BOX NAILS,PER-BLOCK>AS-SHOWN,.TW(TRTJL7s PLACED -.A-r,,V FROM EACH. END OF kocv, AN o TWO NAIL EVENLY SPACED -IN THE CENTER OF THE BLOC MAXIMUM SUPPORT REACTIONS" % LBS. PER . JACKJRUSS BLOCK: 2XA 2 BOX NAILS70.13LOD)c (310X NAILS TO BLOCKI; DURATION:. 1:00 5 1.25 1;00, 115 1.25 SPINE 132 152 -152. 198 228 248 DF -L 112 129 140 168 193 210 HEM -FIR 105 121 131 158 182 198 S_P_F so 104 113 135 155 169 'REACTIONS ARE -EITHER UPWARD OR DOWNWARD. BOTTOM -CHORD. OF HIP GIRDER JSIDE VIEW.. I OR MORE PLY HIP GIRDER TRUSS OF PRESSURE BLOCK JACK BOTTOM CHORD USE7(2)l 06 BOX� NAILS THROUGH BOTTOM CHORD OF - END .JACKINTO' END OF PRESSURE, ;BLOCK FOR 2X4; .USE (3)10d'13bX`NAILS- FOR -'2X6 LUMBER: SEE,TABLEAPLEFT. TRUSWALO 11728 MAGNOLIA AVE, To Whom it may concern: Typically, the to' chords of end jack trusses are attached to the -girder truss tkbo.ly b" U'Wig 16d common ..y . sin. mon nails, toe nailed through the sidii of the :d t P Ip gird This connection is adequate J�� 9p r into the tbP. of 6'' hl girder .k t prqvi.deid, that, the. bottom edge ­' -t with the comer of the jack chord is in popt4b of the flat top chord of the h!girder,'.' , -provided** � , p and that the load placed on the girder from each jack is no more than 4Q0#. There is no need' to Insert a wedge under the lack. top chords at the hip gifder unless one or both of the two criteria mentioned are not followed. A/ -Z yv Lirr 886 E ,.,�. e _... mer, P. .. Chi6f Ehgiine`iEr, Truswal Riverside FAX; '909 - 589-252A WAIS: 800.968-7610 i TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 LJ (800) 3224045 FAX(719) 598-8463 ry 11/10/04 - RE: Toe -nail connection of jack trusses to step up hip trusses. To Whom It May Concern: It is permissible to toe -nail the extended rafter portion of an 24" o.c., 8'-0" (or .less) end jack truss to the top of the top chord of the hip girder and hip trusses behind using 2-16d toe -nails, for a 40 PSF or less total load (16-14-10 PSF, 1.25 duration). Note that a maximum of 30 PSF is roof load. The extended jack top chords must run over the top of the trusses below. This connection is for vertical . loads only and does not consider any lateral loads that may exist at the connection due to wind and/or seismic forces on the building, which are the responsibility of the building designer. Note: The end jack top chords serve as adequate bracing for the hip girder and 24" o.c. hip trusses, provided that the individual engineering drawing stipulates a bracing requirement of no less than 24" -on center. If there are any questions concerning this issue, please do not hesitate to call a Truswal Systems engineer at your convenience. Sincerely, Larry L. M samer, P.E. Chief Engineer Job Name: MURPHY 2007 Truss ID: D02 Qtv: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 1-12 1127 3.50" 1.50" BC 2x4 DFL #1 & Btr. 2 26- 6- 4 1127 3.50" 1.50" WEB 2x4 DFL STANDARD BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT41607 on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. MAX DEFLECTION (span) : Drainage must be provided toavoid ponding. L/999 MEM 10-11 (LIVE) LC 1 Continuous lateral bracing attached to flat L= -0.06" D= -0.09" T= -0.15" TC as indicated. Lumber must be structural CRTIUCOMP (DUR )/ E cTENS.(DUR.) CSI grade. Brace 0 24" o.c. unless noted. 11 2 -1836(1.25)/ 257<1.60) 0.11 2-3 -1649(1.253/ 230(1.603 0.09 3-4 -1831(1.25 / 286(1.60 0.33 4-5 -1831(1.25)/ 286(1.60) 0.33 5-6 -1649((1.253/ 231((1.603 0.09 6-7 -1836(1.25)/ 258(1.60) 0.11 - SB9 C-1172(1.60)/ 715990.25) 0 31 9-10 84 1.60 / 1441 1.25) 0.31 10-11 -83 1.60 / 1441 1.253 0.31 11-12 -172 1.60 / 1599 1.25 0.31 CSI 2 9 C�187(lu2 S)% Ilt T 105(/U60) 0.05 3-9 / 264.25 0.11 3-10 69(1.60)/ 456111 .25 0.19 4-10 -360(1.253/ 1371.60 0.09 5-10 -70(1.60 / 4561.25 0.19 5-11 / 265(1.25) 0.11 6-11 -187(1.2S)/ 105(1.60) 0.05 4-3-10 1= 0-4-3 T 7-10-15 / 1 2 3 Plating spec ' AN51/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE=EVALUATED (BY OTHERS) PLATING BASED ON GREEN LUMBER VALUES. 7-10-15 6 7 6.00 10-8-0 -6.00 Thisdesign based on chord bracing applied per the following schedule: max D.C. from to TC 24.00" 7-10-15 18- 8- 0 UPLIFT REACTION(S) ' Support 1 -146 lb Support 2 -147 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length = 90.00 ft, Bdg Width = 48.00 ft Mean roof height = 11.21 ft, mph 80 CBC Standard Occupancy, Dead Load = 15.6 psf 5-11-6 SHIP 0-4-3 B1 B2 1.:308 1.:308 R:1127 RA 127 LI A 46 U:-147 26-8-0 8 9 10- 11 12 All connector plates are Trusnal 20 Be. unless preceded by "W" for Wave 20 Be., "HS" for HS 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 Be. from Trvswal, positioned per Joint Detail Reports. Circled plates and false frameshown above. plates are positioned as shoabove. Shift gable stud plates to avoid overlap with structural plates (or staple). �A- �/� Qv/2007 413 - Cons t. Fr mmii pg Spe (CA® R Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY ) This design is for an Individual building component not truss systern. It has been based =specifications provided by the component manufacturer WO • Dri ve_N_070264_L00008_300001 and done in accordance with the cument versions of TPI and AFPA design standards. No responslbilily is assumed fw dimensional accuracy. Dimensions Dsgnr: RM #LC = 16 WT: _ 163# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertaln that the loads utilized on this design meet or exceed the loading imposed by the 1-.1 building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 T R U S WA L islaterallybracnd by the reef or floor sheathing and the bottom chwd is laterally braced by a rigid sheathing material directly attached• unless otherwise TC Snow 0.00 psf S110WDUr L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall net be placed in any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS -nronment halwllcousethemdsturecontentoftheweedtoaxceedl9%end/orcauseconnectorplate corrosion. Fabricate• handle. install and brace this truss in accordance with the following standards•Joint and Cutting Detail Reports•available as output from T-1 software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 #1W Building Components Group, Inc. 'ANSI/TPI 1'. WTCA V. Wood Truss Council of America Standard Design Responsidlities.'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 ON5 Northpark Dr. St. 102, Colo. Spga., CO 80'(BC SI 1-03) er d'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) le located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Paper Association(AFPA)islocatedatIf1119thStreet.NW,Ste800.Washington.DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: D03 Qtv: 1 BRG X -LOC REACT SIZE REQ -0 1 0- 1-12 1127 3.50" 1.50" 2 26- 6- 4 1127 3.50"1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 9-10 (LIVE) LC 15 L- -0.08" D- -0.12" T- -0.20" CRITICAL MEMBER FORCES: Tc COMP.(DUR.)/ TENS.(DUR.) CSI 1-2 -1817 1.25 / 237 1.60 0.19 2-3 -1516 1.25 / 238 1.60 0.26 3-4 -1328(1.25)/ 238(1.60) 0.59 5-6 -1816(1.25)% 237(1.601 60) 0. 27 20 BC COMP.(DUR.)/ TENS.(DUR.) CSI 7-8 -141(1.603/ 1568(1.253 0.27 8-9 -142(1.60 / 1566(1.25 0.39 9-10 -57 1.60 / 1322 1.25 0.38 10-11 -141 1.60 / 1565 1.25 0.40 11-12 -140 1.60 / 1567 1.25 0.27 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-8 / 72((0.90)) 0.04 13 3_99 -293(1.25)( 364(1.25) 0.15 3-10 -150(1.60)// 158(1.60) 0.20 4-10/ 365 1.25 0.15 5-10 -293(1.25)/ 101 1.60 0.13 5-11 / 72 0.90 0.04 TC 2x4 DFL #1 & Btr. BC 2 x 4 DFL #1 & Btr. WEB 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL. Drainagemust be Provided to avoid ponding. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. 5-3-10 1= 0-4-3 9-10-15 1 2 Plating spec - ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) PLATING BASED ON GREEN LUMBER VALUES. 9-10-15 4 5 6 6.00 6-8-0 6.00 This design based on chord bracing applied per the following schedule: max D.C. from to TC 24.00" 9-10-15 16- 8- 0 UPLIFT REACTIONS) : Support 1 -146 lb Support 2 -147 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location = Not End Zone Hurricane/Ocean Line - No Exp Category m C Bldg Length - 90.00 ft, Bldg Width.= 48.00 ft Mean roof height a 11.71 ft, mph - 80 CBC Standard Occupancy, Dead Load - 15.6 psf 6 SHIP 0-4-3 81 B2 W:308 W:308 'R:1127 R:1127 ILIA 46 U:-147 11 s -0I 11 �-0i t 2s -a-0 , 7 8 9 10 11 12 All connector plates are Trusaal 20 Be. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 Be. frog Alpine; or preceded by "NX" for TM4X 20 Be. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates Car staple). �/� Ov/�oo� 413 - Const. Framming Spe AR Read all notes ori this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY J This design is for an Individual building component not truss system. ft has been based on specifications provided by the component manufacturer WO • D ri ve_N_070264_L00008_J00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed far en dimsional accuracy. Dimensions Ds RM # LC WT • 166# era to be verified by the component manufacturer end/ar building designer prior to f.Ivkalon. Tha building design, must ascertain that the loads g n r : = .16 T R U S WA L ullimtl on mil design meet or aueed tha loading imposed by tha local building code and the particular application. Tha design assumea that the lop chard TC Live 16.00 psf Li veDu r L=1.25 P=1.15 w Is laterally braced by the rooffloor sheathing and the bottom chord is laterally braced by a dgid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 rated. &acing shown is for lateral support of components member. only to reduce buckling length. This component shall not be placed in any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture content dthe wood toexceed! l9%and/or cause connector plateconosion. Fabricate. handle. install and brace this truss in accordance with the following etanclards:'Joint and Cutting Detail Reports' available as output from Tm3wal software. BC Li ve 0.00 psf 1.15 / 1.00 / 1.00 47W Building Components Group, Inc 'ANSI1TP11', WTCA V- Wood Truss Council of America Standard Design Responsibilities.'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Nwthporh Dr. Ste. f02, Colo. Spga., CO 80007 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 883 D'Onshlo Drive. Madison, ' TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53710. The American Forest and Paper Association (AFPA) Is located at 1111 Ift Strest. NW, Ste 800. Washington. DC 2W36. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: D04 Qty: 1 BRG . X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating Spec ' ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1127 3.50" 1.S0 BC 2x4 DFL #1 & 8tr. THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 26- 6- 4 1127 3.50" 1.50" WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. max o.c. from to BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 11-10-15 14- 8- 0 on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR UPLIFT REACTION(S) MAX DEFLECTION (span) L/999 MEM 9-10 LC 1 Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -147 lb (LIVE) Continuous lateral bracing attached to flat GIRDERS. IF 2:5" GUN NAILS ARE USED, THE Support 2 -147 lb L- -0.04" D= -0.06" T= -0.11" CRITICAL TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the MEMBER FORCES: TC COMP.(DUR.)/ TENS.(DUR.) CSI grade. Brace 0 24" o.c. unless noted. PLATING BASED ON -GREEN LUMBER VALUES. LBC -01 Code. 1-2 -1796(1.25 / 235(1.60) 1.25 - IM Building Components Group, Inc. Bldg Enclosed - Yes, Importance Factor = 1.00 2-3 -1348(1.25/ 241(1.60) 1.24 10.00 psf 0. C. Spaci ng 2- 0- 0 Truss Location - Not End Zone 3-4 -1145(((1.25 / 241 1.60 0.10 4-5 -1341(1.25 / 239(1.6.0> 0.24 - 1 Hurricane/Ocean Line No Exp Category = C 5-6 -1796(1.25/ 238(1.60) o.z5 WisconainS3716. TheAmafican Foreat and Paw Association (AFPA) Is located at 1111i9th Street. NW. Ste 800. Washington. DC 21436. Bldg Code: Bldg Length - 90.00 ft, Bldg Width = 48.00 ft BC coMP.(((DU6' TENS.(((1:1" csi Mean roof height - 12.21 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf 9-10 .-117((1.606.))% 1142<(1.25)) 0.23 0 27 1 1-12 -128(1.60)% 1544(1.25) 0.29 w8 COMP.(DUR.)/ TENS.(DUR.) CSI 2-8 / 179 1.25 0.07 2-9 -472(1.25)/ 133 1.60 0.31 3-9 348(1.25) 0.14 -20(1.60)/ 3-10 -124((1.603/ 130((1.603 0.09 4-10 18 1.60 / 350(1.25) 0.14 -4J6(1.25)/ 0.31 5-11 181(1.25) 0.07 i 11-10-15 11-10-15 { 1 1 2 3 4 5 6 6.00 2-8-0 6.00 81 W:308 R:1127 ILIA 47 � 26-8-0 { 7 8 9 10 11 12 S 0-4-3 B2 W:308 R:1127 U:-147 7-11-6 SHIP June 34, CIV I%. N Al l connector plates are Truswal 20 Be. unless preceded by "N" for Nave 20 ga., "N5" for NS 20 ga., •'S" for SS 18 ga. from Alpine; or preceded by "MX" for TWX 20 ga, or "M•• for 16 ga. from Trus al, positioned per Joint Detail Reports. Circled plates and false framere plates apositioned as show vo above. Shift gable stud plates to aid overlap with structural plates (or staple). �r 7/18/2007_ 413 - Const. Fra mi g spa (�� Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY This design Is for an Individual building component net truss system. 1t has been based on specifications provided by the component manufacturer W0. Dri ve_N_070264_L00008_]00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds n r • RM g ' #LC = 16 WT • 172# T R U S WA L are to be verified by the component manufacturer and/or building d6gnar prior to fabrication. The building designer must ascertain that the leads u0li-d on this design meet or exceed the leading imposed by the I&cal building code and the particular application. The design assumes that the lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 ie laterally braced by the roof or floor sheathing and the bottom cheid is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf S nowDu r L=1.15 P=1.15 -led. Bracing shown is for lateral auppon of components members only to reduce buckling length. This component shall not be placed in any . ® SYSTEMS an. -I -1 wit cause th. moisture content of the wood to axceod 10% andtor cause connector plate corrosion. Fabricate, handle, install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss a�l ssinaccordancewilhthefollowingstandards:'�andCumngDetailReports'availableasoutputfromTruswalsafware. BC Live 0.00 psf 1.15 / 1.00 / 1.00 IM Building Components Group, Inc. 'ANSI7TPl 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'But LOING COMPONENT SAFETY INFORMATION' • BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpark Dr. St. 102, Colo. Sppe., CO 80807 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdu Drive. Madison, TRUSPLUS 6.0 VER: T6.5.5 WisconainS3716. TheAmafican Foreat and Paw Association (AFPA) Is located at 1111i9th Street. NW. Ste 800. Washington. DC 21436. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: D05 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating spec • ANSI/TPI - 1995 UPLIFT REACTIONS) ' ere u be verified by the component manufacturerand/or building designer prior to fabrication. The building designer must aeoenain that the loads 1 0- 1-12 1127 3.50" 1.50" BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -150 lb U S WA L 2 26- 6- 4 1127 3.50" 1.50" WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. Support 2 -150 lb Snow 0.00 psf BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED'ON THIS DRAWING, _ This truss is designed using the on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. BC Dead 10.00 psf MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed a Yes, Importance Factor m 1.00 L/999 MEM 7-8 (LIVE) LC 15 Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location a Not End Zone Lm -0.11" D= -0.09" T- -0.20" MEMBER FORCES: HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line Exp Category - CCRITICAL TC COMP .(OUR.)/ TENS.(DUR.) CSI ftNo Bldg Length m 90.00 , Bldg Width m 48.00 ft 1-2 -1746<<1.2s)/ 262<<1.60) 0.36. 2-3 -1549(1.2,)/ 297(1.60) 0.36 ' Mean roof height - 12.57 ft, mph 80 CBC Standard Occupancy, Dead Load a 15.6 psf 3-4 -1549((1.25)/ 297 C(1.60)))) 0.36. 4-5 -1746(1.25)/ 262(1.60) 0.36 BC COMP.(DUR.)/ TENS.(DUR.) CSI 6-7 -143(1.60)/ 1501(1.25) 0.49 7-8 -2(1.60)/ 989(1.253 0.44 8-9 -143(((1.60)/ IS01 1.25 0.49 C�3541U25)% TE191(1 2W7 u60) 0C11 - 3-7 70(1.60))/ 581<1.2s) 0.24 3-e -70(1.60)/ 581(1.25) 0.24 4-8 -3S9 1.25 / 191(1.60) 0.11 7.41-3 2 0-4-3 t 13-4-0 13-4-0 1. 2 3 4 5 r' 16.0 0 6.00 5-6 2 0-4-3 B1 B2 W:308 W:308 RA 127 RA 127 U:-150 U:-150 1� "6- 26-8-0 1 6 7 8 91 All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by ••HX•• for TkMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 15 SHIP 7/1 07 413 - Const. Fr�m�i ng Spe WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cush: JIM MURPHY This design is for an individual building component not truss sotem. It hes been based on specifications provided by the component manufacturer WO • Dri ve_N-070264_L00008_J 00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed fw dimensional ecouracy. Dimensions Ds • RM ' ere u be verified by the component manufacturerand/or building designer prior to fabrication. The building designer must aeoenain that the loads 9 n r // LC = 16 Wf 15D# T R ublwad on this design most or eo:eed the toadirg Imposed by the local building code and the Particular application. The design assumes that the top chord TC Live 16.00 psf L i V eDu r L=1.25 P=1.15 U S WA L is laterally braced by the roof or flow sheathing and the bottom chord I. laterally braced by a rigid sheathing material directly attached, unless otherwise TC noted. Bracing shown is for lateral euppon of componenW membaie only u reduce buckling length. Thi. component shell rut be placed in any Snow 0.00 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS environment that will cause the mblsturecontent ofthe wood toerceed19%and/or cause connector plate corrosion. Fabricate. handle. insist] TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this tn,sa in accordance with the follov4ng standards:'Joint and Cutting Detail Raporls available as output from Tmawal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 SM Building Components Group, Inc. 'ANSUTPI V. WTCA V- Wood Truss Council of Amarica StandarE Design Responsidlitim.'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spa_ ci ng 2-.0- 0 4446 Northp.* Dr. Ste. 102, cwo. Spgs, CO 60807 TRUSPLUS 6.0 VER: T6.5.5 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 D•Onofrio Drive, Madison, Wisconsin 63719. The American Forest and Paper Association(AFPA)islocatedat11111emsbeet. NW. Ste 800. Washington. DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: D06 Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. UPLIFT REACTION(S) • ' 1 0- 1-12 1030 3.50" 1.50" BC 2x4 DFL #1 & Bt r. ® See standard details (TX01087001-001 rev1). Support 1 -133 lb ullimd on this design meat or excead the loading Imposed by the total building code and the particular application. The design assumes that the top chord 2 24- 0- 4 1215 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY WEB 2x4 DFL STANDARD Plating spec - ANSI/TPI - 1995 Support 2 -167 lb TC Snow 0.00 psf on the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. This truss is designed using the CBC -01 Code. Rep Mbr Bnd / Comp / Tens MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. IF HANGERS ARE INDICATED ON THIS DRAWING, Bldg Enclosed Yes, Importance Factor - 1.00 L/999 MEM 10-11 (LIVE) LC 19 Right Overhang(s) are not to be removed. THEY ARE BASED ON 1.5" HANGER NAILS FOR Truss Location m Not End Zone (BCSI 1-03) end'SCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plate Institute (TPI) is located .1583 D'Orrofrio Drive, Madison. L- -0.05" D- -0.07" T- -0.11" OVERHANG(S) MAY BE -SHORTENED UP TO 3" MAX.! 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Hurricane/Ocean Line No,Exp Category - C MAX'DEFLECTION (cant) : L/999 MEM (LIVE) LC 13 Right Overhang Soffit loading 0.0 psf GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Length - 90.00 ft, Bdg Width 48.00 ft -12-13 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mean roof height - 12.57.ft, mph 80 Lm 0.03" D- 0.00" T- 0.02" CBC Standard Occupancy, Dead Load 15.6 psf CRITICAL MEMBER FORCES: (( )) 7ENS 172 -1716(1.25)/ 195(1.60) 0.12 2-3 -1725(1.25)/ 288(1.60) 0.25 d-4 -1242((1.253/ 265((1.603 0.24 4-5 -1062 1.25 / 236 1.60 0.22 5-6 -424(1.60)/ 346(1.25) 0.25' 6-7 -415((1.60))/ 355((1.253 0.24 ' 7 -OR 0((1.25))/ 38(1.25) 0.10 SI C-148(1.60)/ 71507(1.25) 8Bc -9 0 29 9-10 -72(1.60)/ 1191 1.25 0.38 10-11 / 777 1.25 0.34 11-12 -27(1.60)/ 911 1.25 0.33 12-13 -285(1.25)/ 465(1.60) 0.17 WB COMP.(DUR.)/ TENS.(OUR.) CSI 2-9 -177(1.25)/ 128(1.60) 0.04 3-9 -80((1.60))/ 381((1.253 0.15 3-10 -367 1.25 / 176 1.60 0.13 ' 4-10 _88(1.60)/ 565(1.25) 0.23 4-11 32(01.603/ 2S2 1.25 0.10 5-1112 _ -127((1.601 2S))/ 127(1.60) 0.04 6-12 1257(1.2S)% 135(1.60) 0.04 141-3 4-4 x 0-4-3 G 13-4-0 13-4-0 l 1 2 3 i4 5 6 71 6.00 -6.00 5-6 3:5-4 3-8 1.5-4 3-4 3-4 5-6 1.5-4 B1 B2 W:308 W:308 2 6 0 R:1030 R:1215 U:-133 LIA67 f 8 9 10 2680 11 12 13 l All connector plates are Truswal 20 ga. unless preceded by "N" for Neve 20 ga., "ILS" for RS 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "MX" for TMMx 20 Be. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 7-8-15 SHIP x 0-4-3 7/18/2007 413 - Const. Fra spe WARNING Read all notes on this sheet and give a copy of to the Erecting Contractor. Cust: JIM MURPHY ) This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_070264_L00008_300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg n r : RM #LC 23 WT 177# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads = : T R U S ullimd on this design meat or excead the loading Imposed by the total building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 WA L is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracirg shown is for lateral support of components members only.,.duce bucklirg length. Thi component shall not be placed in any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS en"rO11n IthatAll caust, the moisture content of the wood to toneed 19% andlor cause connector plate conrosion. Fabricate, handle. Install and brece this uuas cco in accordance with the following standards:' Joint end Cutting Detail Reports'evallable as output from T-1 software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 #rW Building Components Group, Inc. 'ANSlfrpl 1', NVTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 "a Norfhpark Dr. Ste. 102, Colo. Spga, CO 80907 (BCSI 1-03) end'SCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plate Institute (TPI) is located .1583 D'Orrofrio Drive, Madison. TRUSPLUS 6.0 VER: T6.5.5 Wisconsn53719. Th. American Forest and Paper Association (AFPA)13located atIIiI19th Based. NW, Ste 800,Washington. DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 CONSTRUCTION F R iR M I N 6 Job #: 070264 DATE 6/12/2007 MAIL TO: PO Box 238 Durham, CA 95938 T: 530.342.5844 F: 530.342.5845 Email: cfst26.cfschico.com JOB INFORMATION PROD ECT Murphy Residence 2007 CUSTOMER Jim Murphy 0, ADDRESS 9603 Southwind Ct:- Durham, COUNTY Butte NOTES: Ca 95938 ❑Shop Drawings ❑Copy ®Sealed Drawings ❑Submittal [—]Field Set DESIGNER: Becky Marshall ENGINEER: TRUSWAL SYSTEMS 800-322-4045 Apprvd Inslnspection AgenW.. CONTINENTAL: 916-718-5217 P.O.Box 785 Lodi, CA 9524.1 5tandard Brace details ® 51312-01 truss 12rawinq Notes ® 51312-0?5 Web Prac.inq ® 5612-05 Alternate 13race ® 51319-09' Lateral 6racinq Gable end Petails ® 02-12 Gable End 12etail5 ® CO2 -14 Wind Load 6racinq ® 6F12-16 Gable 6racinci ❑ CZ12-18 12utch Gable 12etail5 Nip Roof 12etail5 ® HF12-21 End Jack/ Rafter 12etail5 ® Np12-22 6' 5et back ® Np12-23 Pressure Plock ® HF12-24 Nip Connections ® Np12-25 end Jack Connections 5pecialtu 12etails ® 512-50 False game E1512--52 Ladder game ❑ 512-34 6earinq Plock ® 512-36 Nat Truss ❑ 512-39 Vallee Trusses COUNTY JUL 0 9 2007 DEVELOPMENT SERVICES f 1 ••-t-lt tEfi i.3p 1iT 7r La• JR 4BSOPl.et E La•1/- { lee ].{ Y1F i 1 SIT /3-ClY •Ei 1'lt it T the ta••• atn•I.t •t crab }evr 2N 9PP •Iles.tla tAI'Ox[L4QteY (P�v) °a L.Am eb/•r Wweelee ary e.! A03. t•- V9•e A lml ll (LiYq �N E tv !SP ..v_e.vc.crevt PCIi. La _•,LL^ P. -0 7 0 i]. ... r ie4 lb .... it ", s¢I ]Inco. •aon »trot, �i -9. axex FOlE Elalcr Clililll� nIR. (•9L)/ 1ZY. OL) !a • ee ►ef, G . f.•. TRUSS SAM PLE DESIGt4, Truss ID: R< rtb }rm•i 4t e,<ss l.ullr .b.a. aec 4v4r. Iet>,ite (��f0ai011-w1 roe]). Tx19 ilt r 19 TEX COMM ix3CCT 00 /aDdllL4 FAS/ W6. ]IC/CC ltvit /lute T•I•p ase bad v e ,p 4etfv66 eN vrytwal e• .aeY��I,,ve� pS ftC ffaa d SFSIITY[ .v R aY•vKe['iv ace1L}fe ..a d...c1 ee I�0 elwf. rv+o.e•• bt•ei41 i. [ lbl Lbat�) Ye Im4rc•Y /ttttlm/te�. 8a itlI 1••1 +d 1E31/fYf 1. i 3 4 5 0 e.00 Qty' 1 aRMK x•Iv ilW x•4-ilve _ •llf 16 T}L tta 1•'[t•1p� [m1aT tbv SP0a/•9• •1•[ ilcetrie•tlm ®f•a i�IvN hti I.uClm . xo[ P.iL�w,e xmltue/Ocac• Llm . M• RP QteEvrf .. 1 lsvaf� d6 etMv S{.39 R xDc.4 rrI' iclabi4.e01f.sExR..Pti a• of aPs,:lYt es�..q bcN 4u• _ le.e�•t' �livc4 a.la (]•[((arca Ee.l.nas eYety A- l..P�W ClJalvi hib•t•,T 1R•. 1L .ttl't _fAAO ClF[ 4f Ox[IOx lOIILS .__..._.:... ' . ni. L.lie L, re i,llr 4.1ee um x v N 1m.w _ 1. e- a Ize.•e o. o. a av ®m Wa lM.w e- P• a tw.w a•_ 0• • 0.•• n r.K az•.w a•• •-.• IEO.w u- e. • •.•r le wn ze.w a. {- • eLu i•• o. • e.w ' •SYR... 16a X.lac n wK w.• . a. •_ a IL/II' K VV_ e R 023.0 10- •- a 0.67 !C eK 125.0 .13:•- • 0.e1 V"308 V R2215 U,143 $So 34 frusw4r S)-atvmi connacbr P4trs a:o 20 go. unkva ihvwn by'18^ ('�8 94.1. ')(' (18 on.), WMX- (high Ighsiaen aerJOiit0443Rcpor[sava7ab6frauttTtuawalavfMore, CItrL.•apleb_fmtdfabetrema Wtelarg0:2pgoJ.pasibnctl P Poid'onea as shown above. ® Read all mores on this sheet and give d copy of R to the i wm�.n`.m�m��vb,ciatem.ram..uu,..v.�.,.�a.twnmuam.vcnomm.Pw:mbanw�.m +ea,a vem4ave1fi4A9vmpm¢[nmmy.ceCb�� m�p.tridmc ra mQavaq. ma.vq trammYiWm®,'. []444.1 TRUSWAL m �m,,�mammr�,n. JamawPmmEes�a rausraatraammamn9eretm l DkmlYtrsM:Pm.¢tama=�9�.P�W Wye 4mi4xanp®ma4e ivlVwnV[vR4 Tro m.g�av®n nxmemc� a'4ia a.me•'a_satretrre .+.ateaa.awMbnumf whyJP[neNb•:1{f emt4acmeeeoa6e^..bwt 4me, (4.P.1µ SYS7'F1Vi$ . as .fine�1 m .� ww emaoammamfm, m.4.vem.~u�m bem�m. �mn4 pmm,m„ ..mm.na cv.re��.aa..awwvwa:nw.v.+aeca..Qy„mmrn...vrem. '.a1 m113.vP.cL.US 9.0 rY.EtD1 T0.4.118 'lnvrmr vrnwr-)wanes.w..m>�wr.-.4...avo.«mx^ro�vrv�iuo woosaarr4+mwoaw*c:r. ���1`a'aa'iuv'vaimfersbvlum�eawirmn.,,Pa, nd4m my4�aemoa.m,ar, w],m Yc,sWtw4 anw,wcmrmu,m Pw atommv VrrA1 . tmlym 11It tenmrwt niv, RNa, rfrtr�vtG ae4 (SEAL c•.c: n9ee ceE.,�, YOt DClfe_Y_enaplr`LOOOo5J00001 D'R°Tt ELC . 31 WT: 170E SC Ll.e 40.00 per D•rYacs Lm1.13 ►.1.15 TC Oea4 10.00 par R -P Abr Ra _ 4.00 EC Llfe 0.o0 per 1ep bEr C -P 1.00 F• BC'Devtl 10.00 IIcP YOr• Te 1.00 Per 0-C.9p 42 E• 4- 0 rOIAL 80.00 Pef .91 Depth and span dimensions (feet-Inch-16ths) 01T Chord pitch, if applicable, (nches per foot) ®Bearing information and width requirements MApplicable design loads nE Adjustment factors to lumber and metal connector plates, spacing, and design specification ®Bearing reaction force (pounds) QMetal connector plate types & sizes 1� Lumber size, specie, and grade for each member ©Combined stress index for webs and chords Maximum compression and tension ® forces for webs and chords (pounds) Calculated LL deflection ratio and I I I deflection magnitudes Cinches) Required truss member bracing location VIIImportant general notes and design assumptions NM - -j � y •v ca:eaa.(O(��u.J/ rw.(ptuc7 nr taa.levt.)/ s m �.ltvta ::i:-tmil.tgl "X(I 1_J1_ f TRUSS SAM PLE DESIGt4, Truss ID: R< rtb }rm•i 4t e,<ss l.ullr .b.a. aec 4v4r. Iet>,ite (��f0ai011-w1 roe]). Tx19 ilt r 19 TEX COMM ix3CCT 00 /aDdllL4 FAS/ W6. ]IC/CC ltvit /lute T•I•p ase bad v e ,p 4etfv66 eN vrytwal e• .aeY��I,,ve� pS ftC ffaa d SFSIITY[ .v R aY•vKe['iv ace1L}fe ..a d...c1 ee I�0 elwf. rv+o.e•• bt•ei41 i. [ lbl Lbat�) Ye Im4rc•Y /ttttlm/te�. 8a itlI 1••1 +d 1E31/fYf 1. i 3 4 5 0 e.00 Qty' 1 aRMK x•Iv ilW x•4-ilve _ •llf 16 T}L tta 1•'[t•1p� [m1aT tbv SP0a/•9• •1•[ ilcetrie•tlm ®f•a i�IvN hti I.uClm . xo[ P.iL�w,e xmltue/Ocac• Llm . M• RP QteEvrf .. 1 lsvaf� d6 etMv S{.39 R xDc.4 rrI' iclabi4.e01f.sExR..Pti a• of aPs,:lYt es�..q bcN 4u• _ le.e�•t' �livc4 a.la (]•[((arca Ee.l.nas eYety A- l..P�W ClJalvi hib•t•,T 1R•. 1L .ttl't _fAAO ClF[ 4f Ox[IOx lOIILS .__..._.:... ' . ni. L.lie L, re i,llr 4.1ee um x v N 1m.w _ 1. e- a Ize.•e o. o. a av ®m Wa lM.w e- P• a tw.w a•_ 0• • 0.•• n r.K az•.w a•• •-.• IEO.w u- e. • •.•r le wn ze.w a. {- • eLu i•• o. • e.w ' •SYR... 16a X.lac n wK w.• . a. •_ a IL/II' K VV_ e R 023.0 10- •- a 0.67 !C eK 125.0 .13:•- • 0.e1 V"308 V R2215 U,143 $So 34 frusw4r S)-atvmi connacbr P4trs a:o 20 go. unkva ihvwn by'18^ ('�8 94.1. ')(' (18 on.), WMX- (high Ighsiaen aerJOiit0443Rcpor[sava7ab6frauttTtuawalavfMore, CItrL.•apleb_fmtdfabetrema Wtelarg0:2pgoJ.pasibnctl P Poid'onea as shown above. ® Read all mores on this sheet and give d copy of R to the i wm�.n`.m�m��vb,ciatem.ram..uu,..v.�.,.�a.twnmuam.vcnomm.Pw:mbanw�.m +ea,a vem4ave1fi4A9vmpm¢[nmmy.ceCb�� m�p.tridmc ra mQavaq. ma.vq trammYiWm®,'. []444.1 TRUSWAL m �m,,�mammr�,n. JamawPmmEes�a rausraatraammamn9eretm l DkmlYtrsM:Pm.¢tama=�9�.P�W Wye 4mi4xanp®ma4e ivlVwnV[vR4 Tro m.g�av®n nxmemc� a'4ia a.me•'a_satretrre .+.ateaa.awMbnumf whyJP[neNb•:1{f emt4acmeeeoa6e^..bwt 4me, (4.P.1µ SYS7'F1Vi$ . as .fine�1 m .� ww emaoammamfm, m.4.vem.~u�m bem�m. �mn4 pmm,m„ ..mm.na cv.re��.aa..awwvwa:nw.v.+aeca..Qy„mmrn...vrem. '.a1 m113.vP.cL.US 9.0 rY.EtD1 T0.4.118 'lnvrmr vrnwr-)wanes.w..m>�wr.-.4...avo.«mx^ro�vrv�iuo woosaarr4+mwoaw*c:r. ���1`a'aa'iuv'vaimfersbvlum�eawirmn.,,Pa, nd4m my4�aemoa.m,ar, w],m Yc,sWtw4 anw,wcmrmu,m Pw atommv VrrA1 . tmlym 11It tenmrwt niv, RNa, rfrtr�vtG ae4 (SEAL c•.c: n9ee ceE.,�, YOt DClfe_Y_enaplr`LOOOo5J00001 D'R°Tt ELC . 31 WT: 170E SC Ll.e 40.00 per D•rYacs Lm1.13 ►.1.15 TC Oea4 10.00 par R -P Abr Ra _ 4.00 EC Llfe 0.o0 per 1ep bEr C -P 1.00 F• BC'Devtl 10.00 IIcP YOr• Te 1.00 Per 0-C.9p 42 E• 4- 0 rOIAL 80.00 Pef .91 Depth and span dimensions (feet-Inch-16ths) 01T Chord pitch, if applicable, (nches per foot) ®Bearing information and width requirements MApplicable design loads nE Adjustment factors to lumber and metal connector plates, spacing, and design specification ®Bearing reaction force (pounds) QMetal connector plate types & sizes 1� Lumber size, specie, and grade for each member ©Combined stress index for webs and chords Maximum compression and tension ® forces for webs and chords (pounds) Calculated LL deflection ratio and I I I deflection magnitudes Cinches) Required truss member bracing location VIIImportant general notes and design assumptions NM - -j � y 2-p5d NALS ryp. - FOR -r!A, WNTRIVOLS Ur4PAL DRAf"Es, LS -p 51114111kR DETAIL AT 1/5 AWP 2/5 01" Kw Lme7TH,-----, NEU H -P1, allOv."INIF? J,�jjp-q -�zjqr-pj, j '! HOTAI'104 OR PORE 51KILAR CONTINUCYUS LATc-RAJ., Bf-V341145. AND U5E 1A-A(R%Alf- W0,61IMC-i FCA PJ5-FPA)N-T F- 51MI1. AR AD,6 Lj:-f4j-Irz,14551Li, M MIK 6014"rjk!Uot,,,5 , 1AJERAL BWLjjS IN; 50%, op SAVE HATEIIJAL A5 TmrS5 ll�EaMiqo, 2. "T" blthi(Z 15 TO bf.- AT'J'ACHED KMI 10e "Tu AT W 0L. FOR -r!A, WNTRIVOLS Ur4PAL DRAf"Es, LS -p 51114111kR DETAIL AT 1/5 AWP 2/5 01" Kw Lme7TH,-----, NEU H -P1, allOv."INIF? J,�jjp-q -�zjqr-pj, j '! HOTAI'104 OR PORE 51KILAR CONTINUCYUS LATc-RAJ., Bf-V341145. AND U5E 1A-A(R%Alf- W0,61IMC-i FCA PJ5-FPA)N-T F- 51MI1. AR AD,6 Lj:-f4j-Irz,14551Li, M MIK 6014"rjk!Uot,,,5 , 1AJERAL BWLjjS IN; 50%, op 0:2, M45-11 TRIA6 LAY0ri'DOM JY.4. MIN. 51 PIE OF LA.-TERIkly BI`ZAZEV PeX, FLALE AT 80 OF LAYOVr A10 io- AMM 20 PT, ll,!TMr VAL6, NOT FIRLIMP2 5 OR 51MI1. AR AD,6 Lj:-f4j-Irz,14551Li, 05r:,; LTI, Bvia. Oki �ALH Heze-3 IN; 50%, op SAVE HATEIIJAL A5 TmrS5 ll�EaMiqo, 2. "T" blthi(Z 15 TO bf.- AT'J'ACHED KMI 10e XMHON OR 'L-X)X NAIJ.T AT W 0L. ink TRUSSWAL SYS TEMIS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 5/9/03 Users of Truswal engineering: C001003160 Tx0108700 r The TrusPlusTM engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on members for which it is required to reduce buckling length. Sealed engineering drawings from Truswal will show the required number and approximate locations of braces. for each member needing bracing. In general, this bracing is done by using Truswal Systems Brace-It7m or a 1x or 2x member (attached to the top or bottom edge of the member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building. designer (See ANS I/TPI current version). The. following are other options (when CLB bracing is not possible or desirable) that will also satisfy bracing needs for individual members (not building system bracing): 1. A 1x4 or 2x4 structurally graded "T" brace may be nailed flat to the edge of the member (up to 2x6 web members only) with 10d common or box .riails at 8" o.c. if only one brace is required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum of 90% of the member's length. For 2x8 and larger web members, bracing must be done per building designer, or 2. A scab. (add-on) of the same size and structural grade as the. member may be nailed to one face of the member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimum of 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use. perpendicular .bracing- or. a _ combination. of scabs. and !T".. braces, or any other . approved method, as specified and approved by the building designer. EXAMPLES Please contact a Truswal engineer if there are any questioi 2. HAI�,k � 0. RIMY I-II-Qq S.IrI5fu,, 93 - TR46 MOCKIM AN(7mC F BRACING N� R�EN. ��4 1OKGATI.0 AT BEARING wk.L5 POR CMTILEVER, ! 1TL6, OR INTERIOR. CFp�,r CONDITION: FOR TRL56 5Ir'PORT ONLY; NO 5HEAR TRAN5FER ALLOYD. ITEM #I ,2x4 Orl. STANDARD CONTINUOUS LATERAL BRAC IN6, Q-)Od NAIL5 TYP �A 4A Irl FAIR OF DIA60W L BRA( INC7 AT 20'-0° O.C. MAX. 2x4. DEL STD, L"ER. �-~ GOOF 5HEATHIN6 'ITEM #3. 2x BLOCIGN6, MATCH BOTTOM CHORD DI^PTH, . U5A.SE CONTROLS �— -Uz&PmfiH T�ZU55 Vi"PTH LE -56 THAN 24" ITEM #5 ONLY :24" AND 6R�ATERITEMS #i, 2, 5 DIAGONAL BRACING. - SECTION A -A . 50° TO 45° (APP R0X) bl ARIN6 Kq L, 6014TINUOS LATERAL BRAGIN6, ,ALT, DRACIN6 LOCATION, �TIJB LENuTfd Ta1,55 NEB AT 5WPORT, HW. MUST BE WITHIN 45° OF VERTICAL, 2x ELOGKI46 WAAINS k4L. LUMBER SPECIFICATIONS: SHEATHING ON ONE FACE PEO. 2x4 #2 DF—L .CHORDS SHEAR DESIGN BY OTHERS 2X4 STD: DF—L STUDS 16-14-10 OR 20-10-10 PSF. LOADING 70 MPH WIND LOADING CUTOUT FOR 2X4 SEEFOR GABLE ASSEMBLY GREATER THAN 5'-10- IN HEIGHT -.11 sluo GE -2. ADD-ON SAME SIZE AND �� GRADE AS TOP CHORD WITH 16d NAILS AT 12` O.C. ADD ON SPLICE TO OCCUR VARIES AT PANEL POINTS WITH A 3-5 CLUSTERS 2-16d NAILS HORIZ. VENT MEMBERS OUTLOOKER DETAILS NOT REQUIRED GABLE END DETAILS CUTOUT I'M 2x4 1 � x a � o r N 3- 5 FULL BEARING WALL A r� UP TO 24" O.C. SEE DETAIL 1 2 T BEVEL GABLE END FRAME 1,5-3 ONE SIDE AND (2) 14 GA 2" STAPLES ON OTHER SIDE OR (5) 2" 16 Go.'STAPLES �- 2X4 DIAGONAL. BRACE AT CENTERLINE OR AT 16'-.0" O.C. MINIMUM BRACING DETAILS - SEE STRUCTURAL DRAWNGS FOR ADDITIONAL REQUIREMENTS BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD, DETAILS ON THIS PAGE ARE SUGGESTIONS ONLY AND ARE NOT TO BE UTILIZED WITH OUT THE BUILDING DESIGNERS APPROVAL. 12 - 1VARIES 3-5 MIN. OF PLATE AS Of OPTIONAL CANTILEVER UP TO 48" WITH STUD @ WALL UP TO 24" NO CHANGE Y -SEE OUTLOOKER DETAIL GABLE END FRAME 16d AT 24" O.C. SEE TPI HIB -91 FOR OTHER BRACING RECOMMENDATION TRUSS 2• — 16d NAILS DIAGONAL BRACE .AT " CENTERLINE OR AT 16'-0" O.C. 45 DEC. SECTION A D�12 a , -, Options: vent \ 3 ENEidAL GALE GE3 i1t 5 FOFt V�IR►D LaaAD 6FiACls�'G opeenining par design dnming. „ g a "tel 11 11 11 11 11 11 � - PH dr� design —•..=...w ,.ares snorvn .ra for exannge vNy. Sga —,Uw truss ae a Structural gable trusses wr71 generally have diegonsl and varfical members other that those gown glbov9� Adaquare staples.ortosrrrrits maybe Used, and should be used to evcid an, over! Plates. Gable frussisconfinuousbe.2fira-w ax f— 7„w.:__._,_ . _ dep-thmmarystNaunal EK:::!Civ', I/IErIV 5}ALL GABLE 11 GING DESIGN AND CONNECTION REQUIREIk ENTS ARE THE itr:FP SIBILITYOF THE BUILDING DESIGNER, REFERENCED BY THE MODEL BUILDING CODESPER THE LATEST VERSION OFANSIrP3. 2) TRUST¢ AL SYSTEMS APPROVED ENGIj4.EEWNG DESIGN DRAVnNG B NEED FOR WIND BRACING, AND IWE REQUIRED RS bYILL INDICATE ANY ACE INTERVAL LEI@GTH INAS DESCRIBED ABOVE. TIRE BRACE INTERVAL ON THE DRAWING IS BASED ON THE LOADING AND MND SPEED I"4DICATED 0;4 THAT DFlazVI NG ONLY, AND THAT BRACING IS REQUIRE]) To PREVENT THE GABLE STUD.9 FRO;,q SUCKLING DUE TO WIND PRESSURE AC'TIFNG Ofd THE FACE OF THE GABLE TRUSS AND AXIAL STRESSES CAUSED BY THE INDIC4-1 ED APPLIED VERTICAL LOADS. LOADS ACCOUNT FOR 12" SAVE MAX UNLESS NOTED OTHERiri IsF, 3) IF THE GAFSLE TRUSS IS INTERIOR TO THE STRUCTURE ARID THEREFORE IS NOT EXPOSED TO WIND LOAD APPLIED TO THE FACE OF THE TRUSS, THE BRACE SPACING INTERVAL MAY BE THE LID LIMIT OF 50 FOR COMPRESSION MEMBERS r�°9D USE SG% fli 7�{E LEfdGTH.(i.P. FOR 2; _ LUMBER, THE Alm. BRACE INTERVAL MAYBE 7--9^). '4) IT IS ASSUMED THAT THE GABLE TRUSS RESTS ON A CONTINUOUS BEARING WALL EXCEPT AS MAY 9E NOTED ON THE INDIVIDUAL APPROVED TRUSS DESIGN. 5) SHEATHIMG OF PLYWOOD, OS5, WOOD BOARD SIDING, HARDBOARD SIDING, SHEETROCIt, STUCCO, WAFERBOARD OR OTHER MATERIAL MAY BE PLACED ON ONE OR BOTH FACES OF A REGULAR (NOF', -.STRUCTURAL) GABLE EMD. 6) LATERAL LOADS 114 LINE WITH THE CHORDS (SHEAR / DRAG LOADS) HAVE NOT BEEN CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND AFiE THE Tt1±5PO°dSIBILiTY OF THE BUILDING (DESIGNER TO TRANSFER THROUGH F RESIS1) AR DIA&E RIESPO ..x,_.40 Brace Inturvai as specified on the aPPrOved engnineering draavrg Of standard detail or chart [. DWG* C002065035 tttax 12" eave unless noted an drawing. Gable End Truss lboi.10 block batvrrn busses nailing of diagonal brace, _T1. ttato sheathing and truss each end, tYP• IPical 2>L strongbacl:If—"— ttal0r) brase.iongback Truss SPacings Per designs. a of gable, braced with 124' max.} or - 45 degree diagonal I_ (typ.) brand to roof lesthing as shown. It1dlr�fir 5`Ct1 of rtYt�r�bat� »� 1�B�st;)t� �I c3alat WALU BFARIhG SUPPORT SIDE VIEW AIa9_119 )AL S T'RUCTLIR.�SL GAI3L TRl)SS RE UIREn — %) ALLffMUSS 1-6 LISTED UNDER "I`cEGUI.AR GABLE END TRUSS REQU[REi�9ERITS" APPLY TO STRUCTURAL GABLES ALSO, PLUS TRIOSE LISTED 8ELt1+y. 8) I&SIGHTS OF AfV( (MATERIALS LISTED IN #5 16'UST BE ACCOUNTED FOR, EITHER IN STANDARD DEAD LOAD PSF LOADING, OR €IY ADDITIONAL LOADS. ADDITIONAL LOAD ARE INDICATED DY "LOAD CASE tju CHART ON ISI!* DESIGNDRAWING.9) STRUCTURAL WEBS AND CHORDS MUST BE BRACED IF INDICATED, AND THIS BRACING IS SEPERATEFROM THE GABLE BRACING IN T EPXAL. SEE REFERENC[ib STANDARD D$ .,A%Iy fdG TX010070G9-089- 10) TRUSS Q�P.,Y OR MAY NOT BE COAMNUOUS BEARING, AND IS APPROVED FOR THE CONDITIONC84) INDICATED ON THE INDIVIDUAL DESIGN DRAWING ONLY. 2X BOTCHES CUT IVTC) T P �4yDidDS NOTCHING FOR OUT1OL11GERS IS.ALLObbE-D ON REGULAR GABLE END TRUSSES AND OM STRUCTUgAL GABLE END TRUSSES IF NOTED ON APPROVED INDIVIDUAL DESIGNS. �Imu'wr\eIOwLY. IT 1SMo7-IAdTE?dDEDTQ---- vvwrrurG IUTHE APPLICAIioN DETAIL THdT €dAY 1, H REPLACE Oil. SUPERCEDE MYSIMILAR INED By THE BUILDING DESJG14-1-77t. M Is R RESPON-.o AjTY OF OTHERS OTo VCR FYTMX= ADEQUriCYY OF THIS DE ASC IN RELA710, i TO JEt3AND Y SPECIFIC PROJECT, AS TO ITS APPLICATOF HIS I ET -Al T hPPUED'TO THIS OR ANY SMLAR ISSUE, TRUSVIlAL Sy$TE4 `ASSU%1ES &O 4ESPGAtS161."LSTY FOR FIELD IprSinFr rangy, . n PEAK PLATE: 3-4 12x4) 5-5 (2x6) 6-6 (2x8) MAXIMUM 1'-0^ EAVF WITH 6'-0' MAXIMUM BLOCKS t@ 32-a.c. OR 2'-0' EAVF BRACE SPAc—. - 1 OUTLOOKERS CUT INTO GABLE @ I 32"0.0. II I 2x4 82 MINIMUM CDNTINUOUS . � 2x4 BRACE I li STRONGBACK BRACED TO ROOF STRUCTURE AT 6'-0' MAXIMUM. it it STRONGBACK AT; 2x4 STRONGBACK BRACED 4'-10' CLEASPAN, 70 MPH AT EVERY 6'-0" MAXIMUM 1.5-3, TYPICAL 4'- 1 .5'CLEARSPAN, BO MPH CONNE&ION MINIMUM GRADE CHORDS AND STUDS 2x4.STUO/STANDARD. STUDS TO BE MAXIMUM 24'c.c. 4WALL.BRACING:PER BV " ESIGNER, HEEL PLATE 3-4 12x4) 5-6 (2x6) 6 6 (2XE) BC SPLICE; 3-4 (2x4) - S -S (2x8) ( CONTINUOUS BEARING WALL l 8-6 (2xe) A I 2x4. CONTWUOUS.'BACKIN(3 WITH 18d-NA'IL'S•AT.Z4` o.c. TO THE WALL:PLATE. GABLE END FRAMINQ CONNECTION DETAILS.(MIN. NAIL REQUIREMENTS SHOWN) SECTION A MAXIMUM 40 PSF LIVE LOAD. 2x4 SOLID. BLOCK WITH 3 -ted. BO MPH WIND EXPOSURE C. SHEATHING TO GABLE EA. END AND DalIVAll3 GABLE STUD TRUSS, Bal AT 6" o.a. TNAILS FROM SHEATHING 8d AT 6' o.c. LESS THAN 20'-O" WALL HEIGHT. O BLOCK AT 6'o.c. / e oF>=sdr�. r - -1 �j 1-16d 1tad.AT.24' ox. CING DETAILS 1 Y+^ NOTCH (Q, 32' SOLID BLOCK ► AT 2=18d WITH 2-1'6cl TOE- 24'o,c. V •� ND. G (1T 2x4 BRACE 1 NAILED EA. END 2-18d TrT WITH 4.16d NAILS J ------------ U6G SPACING DArE WARNING R69d All notes on tn$.an8d(•pnd glue a co of 2/11)99 r' ' ": u .n uwrve ad oaada,q co,npw,om. n hon boon a uad on .oauucpvYa a pro.it tdOanhe Erecting Conirmctor. CONTINUOUS —� S b, eex n�w�Mu nM, Ino wmm varnana'ol TPI anU nFPA tleago Sundmm, nq r� by Iho c npa ant m.nufo a a and dono In ro nO .ouhral W Um aomponem mnm{!naluiar anwor bleldu,g tnopnat phot to lala i on beamnad In dlasig anal aeearaey, U,nOnnon. aw I zwkUrA. an bus tlm,Dn mCdt at a<o,2dIhokw,nqImpaTho buotlinp doslgnOr atudl VInAr w an o top ctturd la 141Onuy b+acoa try um GABLEj"� �'`� fir^�+•.�,g�Sur line,.. wfon ! cy a --in ngmban on • ro d�IhMp fnelarial d,navy wt.Aad. a u hy .,o }Jrto &7Wdf �lusq Ih. mblUarb wN.I,I til lha A to todacu burklinq IanogL Thm wInponanl 0"I not bu tecod (a Any nwor notad Brppnq &Fe.'l ,lL�, IRUSWAL SYb9EM5 CORPORAf10N aaco,nanc "h ine Idww +"ood bxeeatl IDX anq/w taW a conlwgy rytAl� carMnlgn. f p +nY am,rd7anmt Ihat �� WOOD TAU(02t48). '^q ntandardc'TnU3COMMAMMI,-by Ttucwal.'OUAUTYCONTii tTbrl"w MpQIO'IIKJq �lj1l DgDF DUaTNtft br CO 9VOOD /1Y 51�i.NEgr (0 t m-HMIDUNO IN3TALUM ANO WtAOM METAL PLATE CONNECTEDOl BTAt'+DMO FOR METAL PLATD COWCfEO T a vsaMglnlncigwaON12IOWtadatmD'Onobla,IN—madsia� y3ia� (��—F--a- PaTpr Asaaculran (APPA) b x,catad >4 12W C-MMOCncurt Aa, MV, 810 20a, %vulunwon, oC 2opJb, END JACK1-RAFTER STANDARD DETA.I'LS'DF-L MATERIAL TRUSS PLATESAND LUMEIffi AS PER'INDIVIDUAL TRUSS DESIGNS. OPTIONAL�ECTENSION 3-4 A ' HIP GIRDER CHORDS i .B MAXIMUM`JACK"SPACING 1S 24:.0" O.C. (TOP CHORD TO°HIP GIRDER) :LACK TOP CHORD RUNS OVER GIRDER TOP CHORD. (z) -luo or 15O'NAILS, THROUGH JACK T.C. INTO GIRDER'TOP CHORD, TOE - NAILED, OR OE-NAILED,'OR. 'ADEQUATE MECHANICAL HANGER PER CONNECTI:ONOETAIL (BOT CHORD TO.HIP GIRDER). . LUMBER REQUIREMENTS., DFL SPECIE FOR ALL: JACK .TOP:.CHORD: 2X'4; PER APPROV.ED'DESIGN JACK BOTCHORD:. 2X4;. PER APPROVED.' DESIGN CORNER RAFTER.'PER APPROVED�DESIGN -TOP.CHORD LENGTH MAY VARY:. FROM'8"MINIMUM TO 8'-0" MAXIMUM,.WITH =EXTENSIONS SUPPORTED AT 48" O.C..MAXIMUM:BEYOND. =TOR"CHORD MAYBE. SPLICED AS SHOWN, .ABOVE'THE HIP GIRDER.ONLYI -BOT ,O M. CHORD. LENGTH MAY.VARY FROM 6"�MINIMUM.TO 8'-0" MAXIMUM -DO NOT SPLICE THE BOTTOM CHORD. -TOP CHORD PITCH. MAY VARY:F•ROM 4112:MINIMUM.TO'8/12 MAXIMUM. -BOTTOWCHORD PITCH MUST -BE FLAT (0)12): -2X6•RAPTER`MAY BE SEAT:CUTAT.WALL, AND.TRIMMED TO 2X4 WIDTH (3.5") FOR :OVERHANG UP TO 34" (24--@'45 DEGREES)WAX. CONNECTION DETAI "C" (TORCHORD TO RAFTER) e' JACK .TOP CHORD MUSTBE SINGLE' BEVELED OR DOUBLE BEVELED 10d or 16d NAILS'.. T.C; INTO RAFTER, TOE -NAILED, AND ROUGH.JACK B.C. INTO ATTACHED TO T,HE 114'X3:0" SINIPSON SDS OR'EQIV..:W.00D MER°BOT CHORD, TOE- DESIGNED FOR .10 PSF'NON;CONCURRENT BOTTOM CHORD LIVE.LOAD. SCREWS,'OR ADEQUATE MECHANICAL LED.OR ADEQUATE PLATES &`NAILS DESIGNED FOR GREEN L-UM13ER VALUES. HANGER'PER MANOR CHANICAL HANGER PER WIND LOADED :FOR 80 MPK EXPOSURE", MAXIMUM. 2:-0"'& 4=0"JACK T.C. (3) NAILS U . NO POINT LOADS; MECHANICAL UNITS; HVAC, SPRINIdERS,.OR OTHER 6'-0" JACK T.C.:(2) SCREWS UBC 97 8'-0' JACK '(ONE FACE OF RAFTER : NOTE: IF 2-0" SIDE JACK BOTTOM CHORDS ARE USED '(INS TEAD ONLY) OF WEDGES ATTHE WALL), THEY MAY -BE ATTACHED TO T,HE PSF DESIGNED FOR .10 PSF'NON;CONCURRENT BOTTOM CHORD LIVE.LOAD. TC. LIVE 20 Dur.:Fact. 1.15. PLATES &`NAILS DESIGNED FOR GREEN L-UM13ER VALUES. TC SNOW 30. Rep Mem. 1.15 WIND LOADED :FOR 80 MPK EXPOSURE", MAXIMUM. TC'DEAD 10 NO POINT LOADS; MECHANICAL UNITS; HVAC, SPRINIdERS,.OR OTHER BC DEAD 7 Code UBC 97 ITEMS CAUSING' ADDRIONAL.UOADS ON THE STANDARD JACKS IS.- S .ALLOWED; ALLOWED;WITHOUll-SPECIAL DESIGN: IOWN.PE11. IT IS -NOT INTENDED TO REPLACE OR SUP ERCEDE-ANY SIMQ:AR TAIL MAY'HAVE.BEEN PROVIDED BY THE BUILDING'.OESIGNER _.ITIS E.RESPONSIBIIJTI!.OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL RELATIONTO ANY -SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT PLIED TO:THIS OR ANY'SIMILAR ISSUE.. TRUSWAL:SYSTEMS ASSUMES NO }FESS/0, S' ?'D J. q 61L l F2 67927 LO i e 0, 01)7 C. A:: HRD - 21 :RG 1 '1( -LOC 'REACT 51ZZE REQ'0 Tc '2x4 'DFL s1 2 0- 2='8 .618 4:95" 1:50" 8-.6- 4' 442 1. SO" 1. S0' HOU'M 2M4.DFL /1 PLATE'VALUES. PER..ICHD RESEARCH REPORT -#I.607'. 3 '4 11-'4- 3 177 1:50" '1.50" 14- 2= 2 246 1.SO•' 1.50" Loaded arf�or ]O,PSF.non-concurrent 6CLL., CBC rk IT iMario�sb�'i•ng�Dlorn0iionrI - Leb ll l�interio�'sUpp .S 17- 0- 1 184 1vS0" 1.S0" Instal I%)'beib%7;f Nan. 6 17--8= 4. " 12 1,50' 1. SO" 'P4rmanent br-ing'ta-reguired (by'others).to 7 N/Apreveni RG REQUIREMENTS- shown, rotati an/toppltng. ,SeO 861 1-0]' m,a'AMsLrrPl 3- are'based- ONLY t110 tnisKE)WE material at, each bearing . OVEBHAHG(5).RAY BE SMILr 7EO:UP TO 3' fbV(:f R RITICAL IWIBER.��0./ CES:. TC COIO': S7"(iecS.W&22 .. Overhang:Soffit' loading .:'O.O.p%f .+ + ♦ ♦ + +.+ + 5-0 0-0: '-176(1.60 / -122(y eo -28 1.15 '0:32 0-0 O-0 / _47(1: / 30(1_15)/ 17 .IS' 0.15 40 3_15)'0:1° 5 '60));0.06 .:0-0 -2(1.15)/. 2 :60) 0:00 HS OCWP. ((((W14 0.. )3)/ TENS. [(pp 2-2 678(,710)))1 islaemrlrbraced bythsmdmfiqw*,;aUA,md:d,.b;m,adod1.umraDybm dby.ARtdd,ea,hV-WW dr uy,*U.u,od,Wd„ _ . noted•&actrq xho°nktcr tataaf.ouppwl°Te9mporlank mmpbom oreymrwtre buck6np le;,gth.TFta,pmpon,N,h,p ,,,t 6, p6mdin,to, 6920(1:60) 0.'40 4 S -48.5(1'.60)/ 753((1111.15).0:41 7- 14 0=4-0 Truss.lD:! Plaitnq spec': AMRITPE-- 1995 THIS 0E5ICH IS' THE• CXWOS]TE RESULT OF HULTIPLE'LOAD ,CASES. IF MWERS ARE'INDICATED ON THIS DRAWING, THEY ARE'BAASED ON 3:5" HAMGER-HAItS'FOR.. 1 FLY AHD. 3. HANGER HAILS FOR MULTI -PLY Q MS"IF 2.5- CUR HATLS'ARE USED, .THE CERS-MUST.BE. RE-EVALWTED'(Uy.OTHEAS). PLATINL.6ASW ON'MEEH-LUMBER :VALUES. .•+++.r+.++.+. ... .HM+ANALYZEO FOR ONBALAHCED`IOAD.CAS 6 + S andard Hip -Rafter 6' Setback 1 1' 2 3 4 5 �4:95 S=,6-0 5 8' 3-4 3-4 OVER 6. SUPPORTS S6 W:108 U:-48 R:12 W.108 R:184 U:-105 • Jp &9 -SHIP 1-10-0 l UPLIFT REAMCH(5) :. Support 1-225'lb . SUPPorc 2 -26S -.1b Support 3 -101 lb 'wPPOrt 4 -140 lb Sup portI=303.'1b HORXZMZ RFACrIAV(5] : support 1' 431'116 This tn;s.is.designed using li,e CBC -01 "Code. 81d0.Enr1osed:. Yes,'Importance-Factor . 1.15 Trues location:. Hot 'End -Tone Hurricane/Ocean Line Ho .Ottgory 'C Bldg i th 60.00'.ft Bi'cgE'.`indth .e oC ft Mean roof height�Gyft, mph.. CBC-Essencici Pacill tyy: peaodd L 70:psf _LOAO. CASE'R1, DESIGH-LOADS -- Wr L: PIt "et_ R.P,If 'R -Loc ,LL/TL TC Vert 80'.00.-'2-:.9-1S' 80;00 O- O•' 0 .0.75 TC Vere ' 0.00 0-'.0- 0 133;17. 7- 0-14. 0.7s 7C Vert 40.00 7-0-14 40_00 '17- 9-'0 0.75' HRD: 2.2 VVAfX1V11Vk7` Read alfnotes.onlhis'sheetandgi a copy'of.Iffo'fhe:ErectingZ0 ac- Cuss, EP1CK'.HOMES Tht"�enkt°r°"`"s"Ra'a�b'+'but+co'"p°nan"°tUUssaY�n. a^aab°u+barmanapounwloropreKd,dbYUieoampanommxwroapar and dere b mm term Mlh No mrront wnlons of TR wd AF?A dmlpnma,EerOs Morrpc is •WO:. DriVe-�Q2280a_L00006_100001 . rWWjy secumed for 6mmuiand aao rwy. Lamm ems arembe.v°dew,biDwoa„porbnmamda;naa•adror6wdtrodsc�erprler,o lomlos Th°mmeinpamipoormrutaa t.e rn,atu,ole.m `Dsgnr:'GH' i1LC.= 19 Wr• - 581 . ublltedon°da de:fpn mod mmped0,. lwJM kepowd by the total bdldln0 rade end" ponWe,001-ion, .Thedd2hp o,, t%W.Ihf top mord.CFS TC Live 30.00..,psf. LiveDur 'La1:15 P=1115. islaemrlrbraced bythsmdmfiqw*,;aUA,md:d,.b;m,adod1.umraDybm dby.ARtdd,ea,hV-WW dr uy,*U.u,od,Wd„ _ noted•&actrq xho°nktcr tataaf.ouppwl°Te9mporlank mmpbom oreymrwtre buck6np le;,gth.TFta,pmpon,N,h,p ,,,t 6, p6mdin,to, TC Show 30.00 .psf' -SnowDur L=1:15 P-1..15 ® Fmdae,wnamRabnton b'O° TC. Dead 10:00'psf. Rep 'Mbr:'Bnd.'/':Comp / Tens 791 'Durham Da ron .High May ' Durham. CA 9938, an0 °tla b o"n °°O0 "0AO0 x a a'°.. 'be 91 mn dit'� and aaanp Oda Raporte' VmUabW oa oupue hem Trr „" wwe � ^t+s1.?v*�r-woparr0oocw ataa mk.snnaotvoagy rseapwmu66osaRLDHaaconmot�TicsAFETYIHFORaunorc- BC 'Li ve 0.00 psf 1:00':/ 1.00':'/ 1.00 . TRUSPLUS.6:0 VER: '(BW 143)'end'8CSI 6WWARY 8HEET8'bYw'1CAand1P0he Thin FfatakAUtulafrpoU laoelnd at 683OOro010-OtNq Madeon, Whine nS3710..TnAmeHcarirvnlilendPaWAwoaW6n(AFPA)4loeatedat111fIftShoetMW;SteWO.',WazhkWo%DC20053. BC Dead 0:00 psf . O.C:Spacin9 2= 0- 0 -T6.5:41 Bldg' Code: CBC, -.01 nFFI OATTn... t HRD: 2.2 STANDARD PRESSURE BLOCKINGDETAIL ENS VIEW - .USE `(6) 10d BOX NAILS PER BLOCKAS SHOWN,.TWO NAILS PLACED AT , FROM EACH`END OF BLOCK AND TWO NAILS EVENLY SPACED IN THE.CENTER OF THE BLOCK. MAXIMUM SUPPORT REACTIONS!', LBS. PER JACK TRUSS BLOCK: 2X4 2 BOX NAILS TO BLOCK), 2X6 (3.BOX NAILS TO BLOCK D UR ATI ON: 1.00 1.15 1.25 1:00. 1.15 1.25 S.PINE 132 152 152 i98 228 248 DF -L 112 129 140 168 193 210 HEM -RR 105 121 131 158 182 198 S -P -F 90 104 113 135 155 169 'REACTI.ONS ARE EITHER UPWARD ORD BOTTOM. CHORD. OF HIP GIRDER m 1 OR MORE PLY HIP GIRDER TRUSS END OF PRESSURE BLOCK JACK BOTTOM CHORD USE (2).1D&BOX'NAILS THROUGH BOTTOM CHORD OF END JACK:INTO END OF PRESSURE 13LOCKFOR.2X4;.USE (3)-.10d BOX'NAILS FOR 2X6 LUMBER: SEE TABLE AT LEFT. H RD - 2.3 A., To whom it concern: Typlcally, .the top chords of end jack trusses are aftM,,hed to the girder . - trusssifn0lyb' 09 (2) common nails, toe nailed through the sid6 of the using jack top , :dhoedIM6 the foo of t . he hip. girder " This connection is adequate provided that with the comer III .-t P bottom edge the Jack top chord is in Mita6 of the flat top ch - o the hip girder, an8'provid'e'.8 that-the'Ibad placed on the girderfroeach *k is h'' more Phan . 400#. Thete'is no need to insert a Wedge under the jack. top chords at the hip girder unless one or 'both of the two criteria menti . aned: above are not followed. Sihckelq, p: Larryy.. .. es4V.arher, P, E.. Chief Engl;hber, Truswal Riverside 4 Flo V E .1=110 clmsoMceMlmwtifyackConn.let / •. Q' IVI OF C. FAX; 909 - 589-252d WATS: 800-468-7610 TRUSWAL SYSTEMS . 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 3224045 FAX(719) 598-8463 11/10/04 RE: Toe -nail connection of jack trusses to step up hip trusses. To Whom It May Concern: It is permissible to toe -nail the extended rafter portion of an 24" o.c., .8'-0" (or less) end jack truss to the top of the top chord of the hip girder and hip trusses behind using 2-16d toe -nails, for a 40 PSF or less total load (16-1410 PSF, 1.25 duration). Note that a maximum of 30 PSF is roof -load. The extended jack top chords must run over the top of the trusses below. This connection is for vertical loads only and does not* consider any lateral loads that may exist at the connection due to wind and/or seismic forces on the building, which are the responsibility of the building designer. Note: The end jack top chords serve as adequate bracing for the hip girder and 24" o.c. 'hip trusses, provided that the individual engineering drawing Stipulates a bracing requirement of no less than 24" on center. If there are any questions concerning this issue, please do not hesitate to call a Truswal Systems engineer at your convenience. Sincerely, Larry L. M samer, P.E-. Chief Engineer I 's , -i STANDARD BOTTOM CHORD FALSE FRAME DETAILS Arum 00 NOT PARTITION WALL SUPPORT(TYPJ - USE *1 OR BETTER (145OF FOR MSR) MATERIAL FOR FALSE FRAME CHORDS - USE STANDARD OR STUD (90OF FOR MSR) MATERIAL FOR FALSE FRAME WEBS - LOCATE VERTICALS AT IF4r O.C. MAX.; OR SEE NEXT OPTION. - IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR -12'OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6'4" O.C.). - USE A TRUSWAL 2D GUAGE 2.5-3 MIN. PLATE AT THE HEEL CONNECTION. USE TRUSWAL 20 GUAGE- 1.53 MIN. PLATES AT EACH END OF EACH VERTICAL WEB. ALL PLATES ARE REQUIRED ON BOTH FACES OF EACH JOINT. IF NEEDED. A 2X4 FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH A TRUSWAL 20 GUAGE 3-4 MIN. PLATE AT ANY CONVENIENT LOCATION. OR A TRUSWAL 20 GUAGE 5-5 MIN. PLATE AT ANY VERTICAL (JOINT SPLICE). APPLY REQUIRED BRACING (SEE BELOW). - OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO Zr MAX FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES BRACING IS NORMALLY REQUIRED ON THE STRUCTURAL BOTTOM CHORD OF THE ORIGINAL TRUSS. SINCE MANY FACTORS AFFECT THE NUMBER OF REQMRED BRACES, SUCH AS LUMBER SIZE AND GRADE. WIND LOADS, BEARING LOCATIONS, ETC. IT IS NOT POSSIBLE TO DEVELOP A STANDARD FOR BRACING, EXCEPT TO SAY THAT IN NO CASE MAY THE BRACING EXCEED 10'-0" O.C. FOR A SWGLE-PLY TRUSS BOTTOM CHORD. REFER TO SPECIFIC TRUSS DESIGNS TO DETERMINE THE.REQUIRED BRACING FOR THE STRUCTURAL BOTTOM CHORD (MAY BE INDICATED AS BOTTOM CHORD PURLIN SPACINGS BRACING SHOULD ALSO BE APPLIED TO THE FALSE FRAME CHORD AT 10'4" O.C. IF THERE IS NO SHEATHING MATERIAL APPLIED DIRECTLY TO THE FALSE FRAME CHORD. BRACING MATERL4 S AND THEIR CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE THIS DETAIL APPLIES To ANY Plia AtIf11 UK AMV 11% CSD LOADING AND ANY TRUss UNBB COw jcnAmAvjo a mese jmd- o f Mwer_ SPACING AND 18 MF MAIL CELL LOAD., VIRTH THE EXCEPTIONS NOTED ON THIS SHEET. DO NOT USE THIS DETAIL FOR: 1. STRUCTURAL BEARINGS UNDER THE FALSE FRAME (NOT PARTITIONS).. Z INTERIOR BEARINGS AT ANY LOCATION ON THE TRUSS. 3. LOADS IN EXCESS OF 10 PSF CONNECTED TO THE FALSE FRAME. 4. DRAG LOADS CONNECTED TO THE FALSE FRAME. S. TOP CHORD APPLIED FALSE FRAMES. 6. LUMBER GRADES LESS THAN SPECIFIED ON THIS DETAIL 7. VERTICALS SPACED APART MORE THAN PANEL POINTS (IF:- 64r). 8. FALSE FRAMES ON CANTILEVER SECTIONS OF A TRUSS. USE #2 OR BETTER (1450F FOR MSR) MATERIAL FOR FALSE FRAME CHORDS USE STANDARD OR STUD (90OF FOR MSR) MATERIAL FOR FALSE FRAME WEBS LOCATE VERTICALS AT V4r O.C. MAX., OR SEE NEXT OPTION. IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR -12" OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN fr4r O.C.). PLACE FALSE FRAME CHORD IN -PLANE WITH THE TRUSS. CUT VERTICALS TO LAP BOTH THE STRUCTURAL CHORD AND THE FALSE FRAME CHORD, TO BE PLACED AT EACH END IN ADDITION TO ABOVE REQ. JOIN VERTICALS TO ALTERNATING FACES OF THE TRUSS WITH (3)10d OR 16d NAILS AT EACH END OF EACH VERTICAL (12- MIN. VERTICAL BLOCK) MAY USE A 12" LONG 711W PLYWOOD (OR OSB) GUSSET AND 8d NAILS @ T O.C. AT THE FALSE FRAME HEEL JOINT IF DESIRED. IF NEEDED, THE FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH A 12 - LONG MIN. BLOCK SCAB, CENTERED ON THE SPLICE JOINT, ATTACHED WITH (4)10d OR 16d NAILS ON EACH SIOE OF THE SPLICE JOINT (ONE FACE ONLY). APPLY REQUIRED BRACING (SEE BELOW LEFT). OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24' MAX FALSE FRAMES MAYBE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES WITHOUT THE NEED FOR REPAIR DETAILS, PROVIDED THE MODIFICATION DOES NOT INVOLVE CUTTING OR DAMAGING STRUCTURAL MEMBERS, OR CHANGING LOAD CONDITIONS OR SUPPORT CONDITIONS. BRACING REQUIREMENTS MAY MN MIX IT 13 NOT INTENDED TO REPLACE OR SUPERCEDE ANY SWLAR bj� �>y � DATE: 92119 TAIL THAT MAY HAVE BEEN PROVIDED BY THE BUII DING DESIGNER IT IS E RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL W N : C S rn REF: FF -1 RELATION TO ANY aPEC1FIC PROJECT. AS To ITS APPLICATION AND INTENT � F . 1 110 PUED TO THIS ORANY 3.WUR ISSUE. TRUSINAL SYETEJiiS ASSiami NO .A. ZCA:,i., S D — 3 0 (2) 16d TOENAIL - C0Wl 2X4-/ 4O5U ' 3UPPO8T 7RUS3 -~ �- HAT TRUSS DETAIL I 3 172'X8^X1/2^ F9 Ywon o/S�rr EACH END OF TRUSS (,AND � -�--- --~~^. NIG 8d NAILS.. USE 2X4 AS AN ~�R[8U[RES 2X4 BRACE WHEN 'VERTICAL [XCE[8S'5'-O^ 2 ` "vn/xvovuo ZiultUK I BRACING.ATTACK TO THE TOP SIDE OF ' OP- CHORD OF. TRUSS 3ORPORTINCP1GGYBACK�\��m� � (Z) YOd .NAILS ' / . � '. . ' DEJAIL rn.. _xp �l A Job Name: MURPHY 2007 Truss ID: A01 . Qtv: 2 BRG 1 0 2 24. BRG33. REQI on the t MAX DEFI L/999 M L- -0.0! CRITICAL! TC con 1-2 -2: 2-3 -3( 3-4 -3( 4-s -2( 5-6 6-7 7-8 SIZEREQ'D 3.50" 1.50" 3.50" 1.50" 3.50" 1.50" are based ONLY at each bearing LC 18 T- -0.18" OR. CSI R. 0.12 :6033 60) 00..1626 60 0.25 :25) 0.38 25 0.38 25 0.20 BC COMP. BUR. / TENS. BUR. CSI 9-10 -72 1.60 / 2231 1.25 0.21 10-11 -70(1.60)/ 2238(1.25) 0.27 11-12 -116((1.60))/ 12-13 29 2803((1.253 0.41 1035(1.25) 0.32 (1.60 )/ 14-15 Cust: JIM MURPHY -1097(1.25)% 83(1.60) 0.13 WB COMP"(OUR.)/ TENS.(DUR.) CSI 2-10 // 126(0.90) 0.04 2-11 -25(1.60)/ 993(l.25) 0.20 3-11 -483 1.25 / 4-11 . -57 1.60 / 79 1.60 0.03 178 0.90 0.05 4-12 -1016 1.25 135 1.60 0.07, 'S-12 5-13 -3554(1.25 / 1491 1.25 0.30 216 1.60 0.35 6-13 -589(1.25 / 84 1.60) 0.03 7-13 -1578(1.25)/ 0 10 7-14 148(0.90) 0.04 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearingg locations. Install interior supports) before erection. + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi -ply with hangers are based on hanger nails using 3.0" nails min. into the carrying member. If shown, use additional fasteners for point loads from the back plyst distributed symm. around the hanger 1n the chords. Use any other approved detail (by others). IF 2.5' GUN NAILS ARE USED, ANY NAIL CLUSTER AMOUNTS SHOWN MUST BE INSTALLED FROM THE FRONT AND BACK FACE EQUALLY (TOTAL NAILS - DOUBLE THE AMOUNT SHOWN). 10d a 10d NAILS, SDS - Simpson SDS screws or equivalent substitute. (°) - Special Connection Req. (by others) T 3-3-10 l= 0-4-3 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Drainage must be provided to avoidponding. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. 2 -PLY! Nail w/10d COMMON, staggered&P NDS) in: TC- 2 BC- 2 WEBS- 2 PER FOOT!"" Cluster screws, if shown, are 3" long. 5-1� 0-15 5-1�� 2-PLYS 1 2 3 4 5 6 7 8 REQUIRED 6.00 1 21-6-0 1 -6.00 127# 4 127# 6-6 6-6. 1.5-4 5-6 3.5-6 1.5-4 - 3-4 3-4 1.5-4 5-6 4 10 1.5-4 81 3-8 B2 W:308 2410 W:308 - -4 R:1529 R:3425 U:-147 U:-331 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 5-10-15 27- 6- 0 UPLIFT REACTIONS) Support 1 -147 lb Support 2 -331 lb Support 3 -317 lb This truss is designed using the CBC -01 Code. Bldg Enclosed a Yes, Importance Factor a 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No Exp Category - C Bldg Length - 90.00 ft, Bidg Width 48.00 ft Mean roof height a 10.71 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 76.00 - 1- 6- 0 76.00 0- 0- 0 0.42 TC Vert 56.00 0- 0- 0 56.00 6- 0- 0 0.57 TC Vert 107.92 6- 0- 0 107.92 .27- 6- 0 0.57 TC Vert 56.00 27- 5- 0 56.00 33- 6- 0 0.57 TC Vert 76.00 33- 6- 0 76.00 35- 0- 0 0.42 BC Vert 38.54 0- 0- 0 38.54 33- 6- 0 0.00 .Type... lbs X.Loc LL/TL Fastener TC Vert 0.0 0- 1-12 1.00 TC Vert 84.7 6- 0- 0 1.00 TC Vert 63.5 6- 0- 0 0.00 TC Vert 84.7 27- 6- 0 1.00 TC Vert 63.5 27- 6- 0 0.00 TC Vert 0.0 33- 4- 4 1.00 4- -6 I SHIP 0-4-3 B3 W:308 R:163 U:-317 33-6-0 1I� 9 10 . '11 '12 13 14 15 1 All connector plates are Trvswal 20 ga. unless preceded by '.'N" for Nave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. frcre Alpine; or preceded by "NX" for TWX 20 ga. or "H" for 16 ga. from Ttviswal, positioned per Joint Detail Reports. Circled plates and false framere plates apositioned as shown above. Shift gable stud plates to avoid overlap with structural plates e) (or stapl. 0�%�12�2 6 V 2 413 - Const. Fr,3m!i pg .Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY ) This design is for an Individual building component not tnuse system. It has been based on apeci0mllars Provided by the component manufacturer W0: Dri ve_N_07O264_L000O8_J 00001 ® and done in accordance w1lh the current versions of TPI and AFPA design standards. No responsibility is assumed for dimenalonal accuracy. Dimensions Ds RM #LC 18 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g n r : = WT : 198# T R U S WA L utilized on this design mail or exceed the loading imposed by the local building code and the particular application. Tha design assumes that Ne top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 Is laterally braced by the roof or Door sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 SYSTEMS Bracing noted. Bing shown is for lateral support of components members only to reduce buckling length. This component shall net be placed in any MVI=mer,tthat will eapee the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.00 / 1.00 / 1.00 IiBa Bullding Components Group, Inc. 'ANSI/TPI 1', WTCA V. Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf ' 0. C. Spaci ng 2- 0- 0 4645 Norfhperlr Dr. S1o. 102, Colo. Spga, CO 80907 (SCSI 1-03) and'RrAl RI IMMARY SHEETS' by WTCA and TPI. The Truss Plate Inctituto (TPI) to l000lod at 683 D'Onof io Drive, Madison, TRUS PLUS 6.0 VER: T6.5.5 WiS1 In 53719. The American Forest and Paper Association (AFPA)Islocated at1111f9thStreet NW. Ste 800,Washington. DC20038. Bldg Code: CBC -01 DEFLRATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: A02 Qty: 1 ' BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing reywired at each location shown. This design based on chord bracing applied 1 0- 1-12 944 3.50" 1.50" BC 2x4 DFL #1 & Bir. ® See standard details CTX01087001-001 rev1). per the following schedule: L i veDu r L=1.25 P=1.15 2 24-10- 4 1749 3.50" 1.50" WEB - 2x4 .DFL STANDARD Plating spec - ANSI/TPI - 1995 max o.c. from to ® SYSTEMS 3 33- 4- 4 230 3.50" 1.50" PLATE VALUES PER ICBG RESEARCH REPORT41607. THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 7-10-15 25- 6- 0. and brace thiswss In accordance with the follovdrg stardanix Joint and Cutting Detail Reports'ava0ebte as output from Truswal sotwane, ;TCA BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. UPLIFT REACTION(S) ' BC Dead . 10.00 psf on the truss material at each bearing Mark all interior bearingg locations. 1 IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -103 lb MAX DEFLECTION (span) : Install interior supports) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -177 lb L/999 MEM 13-14 (LIVE) LC 15 Drainage must be Provided toavoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 3 -185 lb L- -0.07" D- -0.10" T- -0.17" .Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss is designed using the CRITICAL MEMBER FORCES: TC COMPBURTENS. . . / D) CSI TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. 1-2 -1451 1.z5 / 178 1UR..60) 0.11 grade. Brace @ 24" o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. Bldg Enclosed Yes, Importance Factor - 1.00 2-3 -1249 1.25 / 151 1.60 0.09 Truss Location Not End Zone 3-4 -1175 1.z5 / 162 1.60 0.16 a-5 -1176 1.25 / 163 1.60 0.24 Hurricane/Ocean Line No Ex Category p Cate or C 5-6 -848 1.zs / 106(1.60) o.z3 - Bldg Length a 90.00 ft Bldg Width 48.00 ft 6a 34 1.60y)/ 76af<1.x5) 0.30 7-8 -34((1.60))/ 76467 0.298-9 Mean roof height - 11.'11 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 ((1.25) psf 9-10 -37(1.60)% 561(1.25) 0.23 " BC COMP.(<DUR.3/ TENS.((DUR.)) CSIJ.f ' 12-13 114(1.60)% 1078(1.26) 0.37 13-14 -40(1.60)/ 1113 1.25 0.46 ' 14-15 / 461 1.25 0.40 15-16 -598(1.25)/ 154 1.60 0.29 16-17 -467(1.25)/ 59(1.60) 0.18 WB COMP. (OUR.)/ TENS.((DUR.)) CSI -?14(1.603% 3-12" 183(1.253 0.07 3-13 29(1.60 / 304 1.2S 0.12 4-13 -224(1.25)/ 77(1.60) 0.06 5-13 -104((1.603/ 92((1.25)) 0.08 5-14 -453 1.25 120 1.60 0.11 6-14 660 1.25 0.27 6-15 -1460(1.25 / 177 1.60 0.87 . I 7-15 -294(1.25 / 84 1.60 0.07 8-15 -551(1.25)/ 57(1.60) 0.14 . 8-16 -19 1.60 / 242 1.25 0.10 9-16 -288 1.25 / 112 1.60 0.08 ' 7-10-15 7-10-15 1 2 34 5 6 78 9 10 6.00 17-6-0 6.00 1.5-4 6-6 T 6- 3-4 4-4 1.5-4 1.5 4 >S�4 4-103.5-4 S1HIP X = 0-4-3 3 4 5-6 3-1� 3-4 0-4-3 B1 3-8 B2 B3 W:308 24-10-4 W:308 W:308 R:944 R:1749 R:230 LIA03 U:-177 U:-185 PAP 33-6-0 11 103 14 1516 17 All connector plates are Trose'al 20 Be. unless preceded by "h•' for have 20 ga., "MS" for HS 20 ga., "S" for SS 1S Be. from Alpine; or preceded by "MX" for TWX 20 Be. or "Al" for 16 Be. from Trvswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 6/12/2007 413 - Const. Fra m7 g spe WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY (�� ' This design is for an individual building component not U.. system. It has been based on spaci6cations provided by the component manufacturer WO: Dri ve_N_070264_L00008_100001 ® end done in accodance vitt the current versions of TPI and AFPAstandards. ,design staards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building d�,ignw pdor to fabrication. The building designer must ascertain that Ue load, Dsg n r : RM # LC = 18 WT: 222# T R U S WA L u6limd on this design meet or -eed the loading imposed by the 16cal building code and the particular application. The design assume, that the top chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 isl.terellybracadby theroofortoor eheattirg and tabotlom chodis laterallybraced bye rigid sheatdngmateriel directyattached. uni-thenvise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any a-vi-enttnatwtcauseu,omastunewnlentmthewomto-eedle%andlo,-us-cs torplate--i-. Fabricate. handle. Install TC Dead 12.00 psf Rep Mbr Bind / Comp / Tens and brace thiswss In accordance with the follovdrg stardanix Joint and Cutting Detail Reports'ava0ebte as output from Truswal sotwane, ;TCA BC Live 0.00 psf 1.15 / 1.00 / 1.00 SM Building Components Group, Inc. 'ANSI7rPl 1'. 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION - BC Dead . 10.00 psf 0. C. Spaci ng 2- 0- O 4445 Nwwwrk Dr. sto. 702, cot.. Slog., CO 80807 TRUSPLUS 6.0 VER: T6 5 51 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, . ' . . Wisconsin 53719. ThaAmericanForest and Paper Association (AFPA)is located at11111gthSbeeLNW. Ste SOO,Washington. DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 lJob Name: MURPHY 2007 Truss ID: A03 Qtv: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. t 1 0- 1-12 1004 3.50" 1.50 BC 2x4 DFL #1 & Btr. 2 24-10- 4 1507 3.50" 1.50" WEB 2x4 DFL STANDARD 3 33- 4- 4 342 3.50" 1.50" PLATE VALUES PER ICBG RESEARCH REPORT`#1607. BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent 8CLL. on the truss material at each bearing Mark all interior bearingg locations. t MAX DEFLECTION (span) : Install interior supports) before erection. L/999 MEM 9-10 (LIVE) LC 15 Drainage must be provided to avoid ponding. L- -0.07" D- -0.09" T- -0.16" Continuous lateral bracing attached to flat CRITICAL MEMBER FORCES: TC as indicated. Lumber must be structural TC COMP. DUR. / TENS. DUR. CSI 1-2 -1S3z 1.2s / 192 1.60 0.19 grade. Brace @ 24" o.c. unless noted. 2-3 -1302(1.25)/ 170(1.60) 0.21 3-4 -952((1.25))/ 169 1.603 0.47 4-5 -952 1.25 / 169 1.60 0.47 5-6 -27(1.60)/ 404(1.25) 0.29 6-7 -132 1.2S / 237(1.25) 0.27 BC COMP. WR. / TENS. (DUR.) CSI 8-9 -103 1.60 / 1322(1.25) 0.43 9-10 -5(1.60)/ 1070((1.25)) 0.43 10 -11 34 11-12 -175(((1.25)))/ 184(((1.25)3 0.34 3- C�48(D1U. 25)/ TE373(1Du25) OC75 ' 3-10 -145(1.25)/// 142(1.60) 0.07 4-10 -451((1.253/ 157((1.603 0.18 5-10 -130(1.601 25)/ 1279(1.25) 0.52 5_16-110 47 1343(1.25)% 136(1.60) 0.12 , ®Web bracing required at each -location shown See standard details (TX01087001-001 revl) Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 9-10-15 23- 6- 0 UPLIFT REACrION(S) ' Support 1 -109 lb Support 2 -152 lb. Support 3 -125 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length - 90.00 ft, Bldg Width 48.00 ft Mean roof height - 11.71 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf 9-10-15 All connector plates are Truswal 20 Be. unless preceded by "W" for Nave 20 ga., "IB" for HS ZO ga., "S" for SS 18 Be. from Alpine; or preceded by "MX" for TWIX 20 Be. or "N" for 16 Be. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 9-10-15 6 ` 6t11/�2007 / 1 2 3 4 5 6 7 6.00 r 13-6-0 ( -6.00 T 6-6 1. -4 6-6 #LC 18 WIT: 202# 1.5-4 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the foods 1.5-4 5-3-10 T R U S WA L utiltmd on this design most or e cd the loading imposed by the Il building code and ",aThss e particular application. e design assumes that the top chord 6-11-6 4-4 Li veDu r L=1.25 P=1.15 3-4 SHIP TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 0-4-3 3-4 5-83 4 0-4-3 61 environment that will cause the moisture content of the wood to-6sedl9%adlorcause connector plate corrosion. Febdcatehandle,install B2 B3 W:308 24-10-4 W:308 W:308 R:1004 1.15 / 1.00 / 1.00 R:1507 R:342 U:-109 10.00 psf LIA52 LIA25 (BCSI 1-03) and •SCSI SUMMARY SHEETS' by WTCA end TPI. The Truss Plate Institute (TPI) is located at 583 O'Onof in Drive. Madison. TRUSPLUS 6.0 VER:. 33-6-0 Bldg Code: CBC -01 8 9 10 11 12 All connector plates are Truswal 20 Be. unless preceded by "W" for Nave 20 ga., "IB" for HS ZO ga., "S" for SS 18 Be. from Alpine; or preceded by "MX" for TWIX 20 Be. or "N" for 16 Be. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 6 ` 6t11/�2007 / 413 - Const. Fr mmii ng Spe (CA® AR Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust:.7IM MURPHY ) This design is for an Individual building component not tons system. It has been based on specifications provided by the component manufacturer W0: Dri ve-N_070264_L00008_J 00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DS • RM #LC 18 WIT: 202# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the foods n r 9 ' = T R U S WA L utiltmd on this design most or e cd the loading imposed by the Il building code and ",aThss e particular application. e design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or flow sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached• unless othervdse TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 noted. &acing shown is fol Iatoral suppon of components members Doty to reduce bucklirg length. Thio component shall not be placed in any ® SYSTEMS environment that will cause the moisture content of the wood to-6sedl9%adlorcause connector plate corrosion. Febdcatehandle,install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this case in accordance with the following standards: dolnt and Cutting Detail Reports• available as cutpul from Truswal saflvnre. BC Live 0.00 psf 1.15 / 1.00 / 1.00 RM Building Components Group, Inc. 'ANSI7rPl 1'. WTCA 1•- Wood Truss Council of America Standard Design Responsibilities. BUILOING COMPONENT SAFETY INFORMATION•- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4446 Northpadr Dr. Sto. 102, X' spga, 80907 coT6.5.5 (BCSI 1-03) and •SCSI SUMMARY SHEETS' by WTCA end TPI. The Truss Plate Institute (TPI) is located at 583 O'Onof in Drive. Madison. TRUSPLUS 6.0 VER:. Wisconsin 5371g. The American Forestand Paper Association (AFPA) is located at 1111 19th Street NW. Ste 800. WasHngton, DC 20038. Bldg Code: CBC -01 IDEFL RATIO: L/360 TC: L/36 11 Job Name: MURPHY 2007 All connector pletes ere Truswal 20 Be. unless preceded by "W" for Wave 20 ga., uMS" for ILS 20 ga., u5" for SS 18 ga. from Alpine; or preceded by "MX" for TWX 20 Be. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. above. Shift gable stud plates to avoid overlap with structural plates (or staple). Truss ID: A04 Qty: 1 BRC X -LOC REACT SIZE REQ'D. TC 2x4 DFL #1 &Btr. Plating spec ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1006 3.50 1.50 BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: Ds n r • RM 9 ' 2 24-10- 4 1516 3.50" 1.50" WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. max o.c. from to 16.00 psf 3 33- 4- 4 330 3.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 11-10-15 21- 6- 0 0.00 ps f BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL: THEY ARE BASED ON 1.5" HANGER NAILS FOR UPLIFT REACTIONS) • Rep Mbr Bind / Comp / Tens on the truss material at each bearing Mark all interior bearingg locations. : 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -104 lb 1.15 / 1.00 / 1.00 MAX DEFLECTION (span) : Install interior supports) before erection. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -173 lb 0. C. Spaci ng 2- 0- 0 L/999 MEM 12-13 (LIVE) LC 15 Drainage must be provided to avoid ponding. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 3 -131'16 " TRUS PLUS 6.0 VER: T6.5.5 1 T= -0.41" CR -CAL CRITICAL PLATING BASED ON GREEN LUMBER VALUES.• Continuous lateral bracing attached to flat This'truss is designed using the ME RF RCE:: MEMBER FORCES: TC COMP. DUR. / TENS. DUR. CSI j TC as indicated. Lumber must be structural CBC -01 Code. 1-2 -1S6a 1.2s / 190 1.60 0.14 grade. Brace 0 24" o.c. unless noted. Bldg Enclosed Yes, Importance Factor 1.00 2-3 -1307(1.25)/ 158 1.60 o.la Truss location Not End Zone 3-4 -1054((1.253/ 165 1.60 0.09 4-5 -921 1.25 / 161 1.60 0.27 Hurricane/Ocean Line No Ex Category P 9 y - C 5-6 -230 1.25 / 81 1.60 0.26 6-7 Bldg Length 90.00 ft Bldg Width 48.00 ft -290 1.25 / 76 1.60 0.09 7-8 -62 1.60 / 41621.25 0.24 Mean roof height - 12.fi ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 8-9 -133(1.25)/ 209(1.25) 0.22 psf BC COMP.(DUR.)/ TENS.(OUR.) CSI 10-11 -109(1.60)/ 1362(1.25) 0.32 ' 11-12 -2(1.60)/ 1108((1.25)) 0.56 12-13 0.5213- 73110 (1.25) ( )/ 0.44 195(1.25) 14-15 -151(1.25)% 0.21 WB COMP. (DUR.)/ TENS.(DUR.) CSI ' 2-11 -279(1.253/ 122(1.603 0.11 3-11 -7(1.60 / 216(1.25 0.09 3-12 -355(1.25 / 103 1.60) 0.17 4-12 -7(1.60 / 294 1.253 0.12. 5-12 38(1.60 / 314 1.25 0.13 ' 5-13 7S7 1.25 / 140 1.60 0.79 6-13 -98 1.25 / 70 1.60 0.06 7-13 -48 1.60 / 952 1.25 0.39 7-14 8-14 1332(1.25)25 % ( 16 1 128.60) 0.13 11-10-15, 1 2 3 4 5 6.00 ) I 9-6-0 3-4 1.5.4 5-6 11-10-15 6 7 8 9 6.00 5-6 1.5-4 4-4 3-4 X 5-6 3-8 6-6 11 3-4 0-4-3 B1 B2 B3 W:308 24-10-4 W:308 W:308 R:1006 R:1516 R:330 U:-104 U:-173 U:-131 33-6-0 ' 10 11 12 13 14 15 l 7.41-6 SHIP All connector pletes ere Truswal 20 Be. unless preceded by "W" for Wave 20 ga., uMS" for ILS 20 ga., u5" for SS 18 ga. from Alpine; or preceded by "MX" for TWX 20 Be. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. above. Shift gable stud plates to avoid overlap with structural plates (or staple). /x,L/1,007 V 6111L 413 - Const. Fr mmii ng spa (CA® Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY l This design is for an individual building component net Wss aystem. It has been based on specifications provided by Ore component manufacturer WO • Dri ve_N_070264_L00008_300001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions re to be verified by the component balding diWgner to fabrication. The Ds n r • RM 9 ' #LC = 18 WT' 229# T R U S WA L manufacturer and/or prior building designer must ascertain that the loads u0limd on W s design meat or weed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 Is laterally braced by the roof or noor sheathing and the bottom choid is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 ps f S nowDu r L=1.15 P=1.15 SYSTEMS noted. Bracing shovm is for lateral supportof components membeis cdy w reduce ba:ldirg length. This component shall not be placed in any TC Dead 12.00 psf Rep Mbr Bind / Comp / Tens ® amoistureaententofthewoodtoexeeedl9%and/cicauseconnecwrplateconosion. Fabricate, handle. install and bate ora orae in accordance with the followingstandard.:'Joint andCutting DetallReports'evailabieasoutput from Truswslsoftware, ndw*Pl BC Live 0.00 psf 1.15 / 1.00 / 1.00 RM Building Components Group, Inc. ' 1'. WTCA 1'. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpark or Ste. 102, Cdo. . Spa . CO 80907 (BCSl 1-03) end'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUS PLUS 6.0 VER: T6.5.5 1 Wisconsin 53719. -. American Foreal a- Paper Assoclelcm (AFPA) is located at 1111 1M Street. NW. Ste 800. Washington, DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 lJob Name: MURPHY 2007 Truss ID: A05 Qtv: 1 BRG X -LOC REACT SIZEREQ'D TC 2x4 DFL #1 & Btr. 1 0- 1-12 1020 3.50" 1.50" BC 2 x 4 DFL #1 & Btr. 2 24-10- 4 1462 3.50" 1.50" WEB 2 x 4 DFL STANDARD 3 33- 4- 4 350 3.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. on the truss material at each bearing Mark all interior bearingg locations. MAX DEFLECTION (span) : Install interior supports) before erection. L/999 MEM 11-12 (LIVE) LC 15 Drainage must be provided to avoid ponding. L- -0.04" D= -0.07" T= -0.11" Continuous lateral bracing attached to flat CRITICAL MEMBER FORCES: LTC TC as indicated. Lumber must be Structural . DU R. / TENS. DUR. CSI COMP -1594 1.25 / 193 1.60 0.13 grade. Brace G 24" o.c. unless noted. 2-3 -1344(1.25)/ 164(1.60) 0.13 3-4 -942((1.253/ 179((1.603 0.23 4-5 -441((1.253/ 146((1.603 0.33 60 7-B -174(1.25)/ 127(1.25) 0.19 6-7 45 1.60))/ 325((1.25) 0.21 9 10 C-111(1.60)/ T1387(lu2 S) 0 31 to -3a -10(1.60)/ uao 1.zs o.30 u -1z / 80ol.zs o.zs 12-13 -228(1.25)/ 142 1.60 0.24 13-14 -80(1.25)/ 131(1.25) 0.24 WB COMP. (OUR.)/ TEN6.(DUR.) CSI 2-10 -268(1.25)/ 117(1.60) 0.10 3-10 / 293((1.25)) 0.12 3-11 -467(1.25)/ 105 1.60 0.34 4-11 -7((1.60 / 472((1.253 0.19 4-12 0 31 5-12 -124(((1.25))% 104(((1.60))) 0.10 36 7-13 -325(1.25)/ 122(1.60) 0.13 6-13 1156 1.25 / 186 1.60 0.39 ®Web bracing 'required at each location shown See standard details (TX01087001-001 revl) Plating spec ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. 13=1015 {10-15 1 2 3 4 6 7 8 6.00 5-6-00 6.00 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 13-10-15 19- 6- 0 UPLIFT REACTIONS) Support 1 -107 lb Support 2 -162 lb Support 3 -122 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length - 90.00 ft, Bdg Width m 48.00 ft Mean roof height m 12.71 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6. psf 3-4 7-3-10 1.5-4 1.5-4 8-11-6 SHIP 11 4-4 < 3-4 s = 0-4-3 .3-4 3-4 6-6 3-4 0-4-3 B1 B2 B3 W:308 24-10-4 W'308 W:308 R:1020 RA 462 R:350 U:-107 U:-162 LIA22 33-6-0 t 9 10 11 12 13. T40 All connector plates are Truswal 20 ga. unless preceded by "N" for Wever SO ga., WB" for HS 20 ga., "S" for, SS 18 ea. from Alpine; or preceded mre by "MX" for TWX ZO Be. or "N" for 16 Be. from Truswal, positioned. per Joint Detail Reports. Circled plates and false frame plates apositioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). l Y /� V 6/12/2oo7 413 - Const. Frammi pg Spe A Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY l This design is for an individual building component not truss system. It has been based on specf(icationa provided by the component manufacture WO • Dri ve_N_070264_L00008-100001 ® and done in accordance with the current vendors of TPI and AFPA design standards. No responsibility is assumed fw dimensional accuracy. Dimensions are to be verified by the component manufacture and/or building design prim to fabrication. The building designs must ascertain that the loads Ds g n r : RM #LC = 18 W7 : 227# T R U S ubbred on this design meet m exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf S110WDU r L=1.15 P=1.15 SYSTEMS -I'd'Bracing shove is for lateral supportof compsn nt9 menbes only to reduce buckling length. This component shall not be placed in any that TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® onvirmument will cause the moisture content of the wood to exceed 19% and/or cause connector platecmosion. Fabricate, hands. Install and brace this mss in accordance with the following standards: 'Joint and Cutting Dean Repons' -flabie as output from Tmewal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 IM Building Components Group, Inc. 'ANSI?PI 1', WTCA V - Wood Truss Council of America Standard Design Responsibilitiea,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpark fs. Ste. 102, Colo. Spg4, CO 80807 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plata Institute (TPI) is located at 583 O'Ombfo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Pape Association(AFPA)islocated at111119th Street. NW. Ste 800.Washington. DO2W38. Bldg Code: CBC -01- DEFL RATIO: L/360 TC: L/36 Y Job Name: MURPHY 2007 All connector plates are Trussal 20 ga. unless precededWby "" for Wave 20 ga., "HT" for HS 20 ga., "S" for SS 16 ga. from Alpine; or preceded by "MX" for TWIX 20 ga. or "H" for 16 ga. from Tr uswal, positioned per Joint Detail Reports. Circled plates and false framees platare positioned as shorn above. above. Shift gable stud plates to avoid overlap with structurale) plates (or stapl. Truss ID: A06 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. UPLIFT REACTION(S) This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer 1 0- 1-12 1137 3.50 1.50 . BC 2x4 DFL #1 & Btr. ® See standard details (TX01087001-001 revl). Support 1 -124 lb • 2 27- 4- 4 1380 3.50" 1.50" WEB 2x4 DFL STANDARD Platin spec ANSI/TPI - 1995 Support 2 -132 lb 3 33- 3- 4 315 5.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS.DESIGN IS THE COMPOSITE RESULT OF Support 3 -160 lb 16.00 psf BRG REQUIREMENTS shown are based ONLY 'each Loaded for 10 PSF non -concurrent BCLL. MULTIPLE -LOAD CASES. This truss is designed using the SnowDur L=1.15 P=1.15 on the truss material at bearing Mark all interior bearingg locations. : IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. Rep Mbr Bind / Comp / Tens MAX DEFLECTION (span) : Install interior supports) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed Yes, Importance Factor - 1.00 L/999 MEM 10-11 (LIVE) LC 15 Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location Not End Zone 4145 Northpark Dr. St... 102, Colo. Spga., CO 80007 L- -0.06" D= -0.08" T. -0.15" PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line No Exp Category C CRITICAL MEMBER FORCES: TC COMP.CDUR. / TENS.<OUR. CSI CBC -01 DEFL RATIO: L/360 TC: L/36 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Length m 90.00 ft, Bid Width 48.00 9 9 ft 1-2 -1824(1.25/ 199(1.600.24 2-3 -1807(1.25)/ 3061.60 0.21 - Mean roof height - 13.21 ft, mph m 80 CBC Standard Occupancy, Dead Load 15.6 3-4 -1197((1.25))/ 252 1.60 0.15 ' psf 4-5 -701((1.25))/ 214((1.603 0.06 5-6 6-7 44 1.25))/ '232'((1.25)) 0.28 866(1.25)/ 7-8 218(1.2S) 0.30 ' C T1569(1.25) - 9610 99(11.160)% 0.31 10-11 -20(1.60)/ 1190(1.25) 0.38 11-12 / 854(1.253 0.35 12-13 / 664(1.25 0.32 ' ' 13-14 -158(1.25)/ 64(1.60) 0.22 ' WB COMP.(DUR.)/ TENS.(OUR.) CSI 2-10 -299(1.25)/ 159(1.60) 0.06 ' 3-10 -113((1.603/ 569((1.253 0.23 -3-11 -454 1.25 / 166 1.60 0.28 - 4-11 -71(1.60)/ 590(1.25) 0.24 ' 4-12 -288((1.25))/ 78((1.603 0.16 5-12 31 1:60 / 220 1.25 0.09 6-12 / 287(1.25) 0.12 ' ' 6-1 3-224 09 7-13 1344(1.25)% 1648 6(1.60) 0.06 "'10-15 15-10-15 1 1 21 .3 {4 r5 6 7 8r 6.00 6.00 5-6 3-4 1.5-4 1.5-4 3-6 V4 x V V 3-4 x 3-4 5-6 5-8 3-4 0-4-3 B1 B2 B3 VV:308 W 4 27 4 •308 W:508 R:1137 R:1380 R:315 U:-124 U:-132 U:-160 Ww UM 33-6-0 r 9 10 11 12 13 14 1 6 SHIP All connector plates are Trussal 20 ga. unless precededWby "" for Wave 20 ga., "HT" for HS 20 ga., "S" for SS 16 ga. from Alpine; or preceded by "MX" for TWIX 20 ga. or "H" for 16 ga. from Tr uswal, positioned per Joint Detail Reports. Circled plates and false framees platare positioned as shorn above. above. Shift gable stud plates to avoid overlap with structurale) plates (or stapl. r 6 V �� �1 /�oO�J e 413 - Const. Fr Nng SPOT Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY ) This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO. Dri ve_N-070264_L00008_J 00001 ® end done in a -dance with the cunent veraiona of TPI and AFPAdesign standards. No responsibility is assumed for dimenaional accuracy. Dimensions • • .236# are to be verified by the component manufacturer and/or Wilding designer prior to fabrication. The building designer must ascertain that me loads Ds n r RM 9 #LC = 18 WT T R U S WA utilized on this design meet cr exceed the loading Imposed by the local Wilding code and the particular application. The design assumes that tha top chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 L islaleratlybreceabytherooforfloor sheathing and the bottomchard ielalmallybraced byarigid sheat ingmaterialdirectlyattached. unlecsotharwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support cf components memberas only to reduce buckling length. This component shall not be placed in any TC Dead 12.00 psf Rep Mbr Bind / Comp / Tens ® SYSTEMS environment that willceusethemoisturecontentofthe voodtoarc ocl19%and/or cause connector platewnosion. Fabricate, handle. install and brace this truss in accordance Win the following standards:'Jant and Cutting Detail Reports'available as output hen Truawal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 #1W Building Components Group, Inc. 'ANSI/TPI 1', WTCA 1'. Wood Truss Council of America Stenderd Design Responsibilities. *BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 4145 Northpark Dr. St... 102, Colo. Spga., CO 80007 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Trues Rate Institute (TPI) is located at 583 D'Onohio Drive, Madison. TRUSPLUS 60 VER: T6.5.51 Wisconsin 53719. The AmericanForestandP.,Aesoclation(AFPA)islocatedat11111gmsbeet.NW.Ste800.Washington.0020038. IBIdg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: A07 ON: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 1-12 1140 3.50" 1.50" BC 2 x 4 DFL #1 & Btr. 2 27- 4- 4 1368 3.50" 1.50" WEB 2x4 DFL STANDARD 3 33- 3- 4 320 5.50" -1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. on the truss material at each bearing Mark all interior bearingg locations. MAX DEFLECTION (span) : Install interior supports) before erection. L/999MEM- 9-10 (LIVE) LC 15 PLATING BASED ON GREEN LUMBER VALUES. L- -0.07" D- -0.09" T- -0.15" TC CONP. DUR. / TENS. DUR. CSI 1-2 -1830 1.25 / 203 1.60 0.22 2-3 -1810(1.25)/ 312(1.60) 0.22 3-4 -1211((1.25))/ 277((1.603 0.21 . 4-5 -915(1.25)/ 2462 2(1.60) 0.22 0 28 6-7 -79(1.25)% 191(1.25) 0.30 Bc COMP.(DUR.)/ TENS.<D1 CSI 8-9 -104(1.603/ 1576(1.253 0.31 9-10 19(1.60 / 1175(1.25 0.38 10-11 / 760 1.25 0.34 11-12 // 704 1.25 0.32 12-13 -134(1.25}/ 70 ((1.60)) 0.22 CSI 21-9 COMP -301(M'X TE159(1.60) 0.06 3-9 -115<1.60)/ 579(1.25) 0.24 3-10 -488((1.25))/ 185((1.603 0.31 4-10 98 1.60 / 663 1.25 0.27 4-11 24 1.25 / 99 1.60 0.03 5-11 -5 1.60 / 247 1.25 0.10 5-12 -1233(1.25)/ 63(l.60 0.72 6-12 -338(1.25)/ 166(1.60) 0.06 ®Web bracing required at each location shown See standard details (TX01087001-001 revl) Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE'COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). 16-9-0 I 16-9-0 ) 1 2; 3 4 5 6 7 6.00 6.00 LIA 26 U:-142 33-6-0 8 9 10 11 12 13 UPLIFT REACTION(S) • Support 1 -126 lb Support 2 -142 lb Support 3 -159 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length - 90.00 ft, Bdg Width 48.00 ft Mean roof height - 13.42 ft, mph' m 80 CBC Standard Occupancy, Dead Load 15.6 psf x 0-4-3 3 /:508 :320 U:-159 9- -7 SHIP All connector plates are Truswal 20 Re. unless preceded by "M" for Have 20 ga., "HS" for HS 20 ga., "s" for SS 18 ga. from Alpine; or preceded by "Aft" for TWX 20 ga. or "H" for 16 ga. from Troswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap wstaple) structural plates (or stapl. ' .6/12/2007 r 6/12/2007 413 - Const. Frammi pg Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY J This design is for an individual building component not cuss eystam. It has been baud on specification provided by the component manufacturer WO •Drive-N_070264_L00008_100001 ® and done in accordance with the current versions of TPI and AFPA'design standards. No responsibility is assumed for dimensional accuracy. Dimensions ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must aacenain that the loads Ds n r • RM 9 #LC = 1$ WT' 22 5# ' T R U S WA L ul:., of Ods design meet o exceed the loading imposed by the local building code and the particular application. The deign ess rnma ths1 Ne top chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom choid is laterally braced by a rigid sheathing material directly attached. urdesa otherMsa TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members o ly to reduce buckling length. This component shall not be placed in any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS environment matWit -us.themdawrecontentofthewoodtom, aed19%andforcause connector plate conoslon. Fabricate. handle, Install and bra..Notruss eWo Was in accordance with the following standards: 'Joint and Cutting Detail Reports' available ea output hon Tnuswal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 RW Building Components Group, Inc. 'ANSIRPI 1', V - Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Sto. 102, Colo. Spgs., co 80907 (BCSI 1-03) am'8CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof fo Drive, Madison, TRUS PLUS 6.0 VER: T6.5.5 1 Wiawmain53i19. The Arrarl- Forest and Pop. Association (AFPA) is located at I 111 Ift Street. NW. St. 800. W.shington. OC 20038. Bldg Code: CBC -01. DEFL RATIO: L/360 TC: L/36 Pob Name: MURPHY 2007 Truss ID: A08 Qtv: 1 BRG X -LOC REACT SIZE REQ'D 10- 1-12 1132 3.50 1.50" 2 '24- 8- 8 1S1 3.50" 1.50" 3 26- 0- 6 13 3.50" 1.50" 4 27- 4- 4 1228 3.50" 1.50" S 29- 2-11 40 3.50" 1.50" 6 31- 1- 2 124 3.50" 1.50" 7 33- 2-12 125 6.45" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each -bearing MAX DEFLECTION (span) : L/999 MEM. 9-10 (LIVE) LC 15 L- -0.14" D= 0.00" T- -0.14" CRITICAL MEMBER FORCES: (( )) 1-2 C1813 (((1.253)/ TE206(((1.603) 0.22 0 21 4-5 -1885((1.25))/ 253((1. 0)) 0.20 6-7 -48(1.60)% 204(1.25) 0.27 BC COMP. DUR. / TENS. DUR.) CSI 8-9 -106 1.0 / 1561 1.25) 0.30 9-10 -22 (1.60)/ 1161(1.25)) 0.40 10-11 11-12 -142(1.60)% 678(1.25) 0.11, 23 12-13 / 0.16 WB COMP. DUR.)/ TENS.(DUR.) CSI 2-9 -302 1.25)/ 159(1.60) 0.06 3-9 -116 1.60 / 578 1.25 0.23 3-10 -487 1.25 / 185 1.60 0.31 4-10 -95 1.60 / 668 1.25 0.27 4-11 62 1.25 / 91 1.60 0.04 5-11 -13 1.60 / 232 1.25 0.09 5-12 -1196(1.25)/ 78 1.60 0.72 6-12 -323(1.25)/ 165(1.60) 0.06 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT,#1607. ' Loaded for 10 PSF non -concurrent BCLL: Mark all interior bearing locations. Install interior support(s) before erection. PLATING BASED ON GREEN LUMBER VALUES. ®Web bracing required at each location shown See standard details (TX01087001-001 revl) Plating spec • ANSI/TPI - 199S THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5".HANGER NAILS FOR r 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). I 16-9-0 } 16-9-0 I 1 2 i 3 4 5 6 7 6.00 -6.00 5-6 33-6-0 r 8 9 10 11 12 13 OVER SUPPORT AS SHOWN x -4-3 UPLIFT REACTION(S) ' Support 1 -128 lb Support 3 -24 lb Support 4 -204 lb Support 6 -52 lb Support 7 -151 lb This truss is designed using the CBC -01 Code. Bldg Enclosed Yes, Importance Factor - 1.00 Truss Location Not End Zone 'Hurricane/Ocean Line No,Exp Category - C Bldg Length - 90.00 ft, Bdg Width 48.00 ft Mean roof height a 13.42 ft, mph 80 CBC Standard Occupancy, Dead Load 1S.6 psf 9- 7 SHIP All connector plates are Truswal 20 Be. unless preceded by "M" for We- 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TMIX 10 Be. or "N" for 16 Be. frow Truswal, positioned per Joint Detail Reports. Circled plates and false freme plates are positioned as shown vo above. Shift gable stud plates to aid overlap with structural plates (or staple). V 6 �1 ��2�0% 413 - Const. Fr mmii pg Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY ) This design is for an individual building component not was system. R has been based on specifications provided by the component manufacturer W0: Dri ve-N-070264-L00008-J 00001 ® and done in accordance with the cunent versions of TPI and AFPA'design atandards. No responsibility is assumed for dimensional accuracy. Dimensions DS it - RM #LC 18 Wi' 221# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 9 r ' = T R U S WA L u.cad on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 isleterally braced by the roofor floor sheathing and the bollen chord is laterally braced by a rigid sheathing ng material directly attached, unlessdth TC Snow 0.00 psf SnowDur L=1.15 P=1.15 SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shell not be placed in any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® environment m.1Wil -use the moisture content of the wood to e,a;eed19%and/or cause -actor plate corrosion. Fabricate. handle. install' and Mace this truss in accordance with the folloWng standards: 'Joint and Cutting Detail Reports' available as output from Truswal so8ware, BC Live 0.00 psf 1'.15 / 1.00 / 1.00 IM Building Components Group, Inc. 'ANSIrrPI 1', WTCA V- Wood Truss Council of Amedca Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Ste. 102, Colo. Slope, CO 80907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 Donofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at1111iftStreet. NW. Ste 800.Washington. DC2003f1. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: A09 Qty: 4 BRG X -LOC REACT SIZE REQ -0 1 0- 1-12 1004 3.50" 1.50" TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. Required bearing widths and bearing areas 2 24-10- 4 1527 3.50" 1.50" BC WEB 2x4 DFL #1 & Btr.* 2x4 ® See standard details (TX01087001-001 revl). • appl when truss not supported in a hanger. 3 33- 5- 4 200 HGR ' 1.50" PLATE VALUES DFL STANDARD PER ICBO RESEARCH REPORT:#1607. Plating spec ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF UPLIFT REACTION(S) Support 1 -104 lb BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. Support 2-186'lb on the truss material at each bearing BRG NOTE Mark all interior bearingg locations. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -139 lb HANGER/CLIP 3 LUS24 Install interior supports) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss -is designed using the Support Connection(s)/Hanger(s) are PLATING BASED ON GREEN LUMBER VALUES.' 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. ' not for horizontal loads. DEFL RATIO: L/360 TC: L/36 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed - Yes, Importance Factor - 1.00 SEE IMPdesigned CATALOG .HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location - Not End Zone ADDITIONAL FOR ADDITIONAL INSTALLATION NOTES Hurricane/Ocean Line No Exp Category C MAX DEFLECTION (span) : Bldg Length 90.00 ft, Bldg Width 48.00 ft Mean L/999 MEM 11-12 (LIVE) LC 15 L- -0.07" D- -0.08" T- -0.16" roof height - 13.42 ft, mph 80 ,CBC Standard Occupancy, Dead Load 15.6 psf CRITICAL MEMBER FORCES: (( )) C1561(D1U.25)/ TE184(1u60) 1-2 011 13 2-3 -1313(1.25)/ 152(1.60) 0.13 3-4 -1312((1.25))/ 241((1.603 0.14 ' 4-5 -623 1.25 / 180 1.60 0.13 '5-6 -623(1.25)/ 180 1.60 0.12 6-7 / 419 1.25 0.17 7-8 -82(1.60)/ 419 1.25 0.22 8-9 .-108(1.25)/ 217(1.25) 0.20 BC CGMP.(DUR.)/ TENS.(OUR.) CSI 10-11 -104(1.60)/ 1356(1.25) 0.42 11-12 / 798((1.253 0.42 12-13 -17(1.60)/ 305 1.25 0.37 13-14 -161(1.25)/ 73(1.25) 0.33 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-11 -264(1.25)/ 122(1.60) 0.10 3-11 -220((1.25))/ 118((1.603 0.07 4-11 -91 1.60 / 618 1.25 0.25 ' ' 4-12 -534 1.25)/ 157(1.60) 0.53 S-12 -72 1.60)/ 330(1.25) 0.13 16-9-0 16-9-0 ' 6-12 / 394(1.25) 0.16 6-13 -1146(1.25)/ 126(1.60) 0.87 7-13 -223(1.253/ 120(1.603 0.07 ` 1 2 3 4 IS 6 7 8 9' 8-13 -323 1.25 / 128 1.60 0.13 61 00 -6.00 5-6 8-8-11 x 0-4-3 5-6 4-4 1.5-4 3-4 1.5-4 1.5-4 v 3-8 5-6 131 3-8 B2 W:308 24-10-4 W"308 R:1004 R:1527 U:-104 LIA86 33-6-0 ` 10 11 12 13 14' 9- -7 SHIP 4 x 0-4-3 B3 LUS24 W:108 R:200 LIA39 All connector plates are TroswelIO ga. unless preceded by "M^ for Wave IO pe., W6^ for NS IO ga., ^S" for SS 18 ga. from Alpine; or preceded by "HX" for ThMN 20 ga. or "H" for 16 Be. from Tru5ml, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as sham above. Shift gable stud plates to avoid overlap with structural plates (or staple). 413 - Const. Fr�m�i pg spe WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY J This design ie for an individual building component not truss system. It has been based an specificatims provided by the camponent manufacturer WO - Dri ve_N_070264-L00008_J 00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn are to be verified by the component manufacturer and/or building designer prior to febncau on. The building designer must ascertain that the loads r : RM #LC = 18 WT: 229# T R U S WA L atibmd an this design meet or -old the loading imposed by the local building cod; and the particular application. The design assumes hat me top chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 is laterally bracedbyme roofor floor sheathing and the bottom chord is laterallybraced by. rigid sheathing material directly attached,'urd s otherwise TC Snow 0.00 pSf SnowDur L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown la for lateral support of camponents members only to reduce buckling length. This component shall net be placed in any environment that will cause the moisture content of the wood to exe ead 19% ancitor causecannector plate corrosion. Fabecate.handle, Install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens AMW Building Components Group, Inc. and brace this truss In accordance with the following standards: 'J and Cutting Detail Report'availabteasoutputfrom Trunval software, 'ANSI?PI BC Live 0.00 psf 1.15 / 1.00 / 1.00 1'. WTCA 1'- Wood Trus Council of Amarica Sanded Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION. BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Sto. 102, Cob. Spga, CO 80907 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Orafrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Paper Association, (AFPA)islocated at111119mStreet hrW.Sts 800.Washingtcn,DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss.ID: A10 Qtv: 2 BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown 1 2- 8-12 872 5.50" 1.50 BC 2x4 DFL #1 & Btr. ® See standard details (7X01087001-001 revl) 2 19- 7-12 1474 3.50" 1.S0" WEB 2x4 DFL STANDARD Plating spec ' ANSI/TPI - 1995 3 33- 5- 4 369 RR 1.50" PLATE VALUES PER ICBG -RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. on the truss material at each bearing Mark all interior bearin@@ locations. IF HANGERS ARE INDICATED ON THIS DRAWING, BRG HANGER/CLIP NOTE °LUS24 Install interior support(s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR 3 Support Connection(s)/Hanger(s) are PLATING BASED ON GRN LUMBER VALUES.. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY not designed for horizontal loads. Left Overhang(s) are not to be removed. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE 12.00 psf SON CATALOG SIMi OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! HANGERS MUST BE RE-EVALUATED (BY OTHERS). Gnu i INSTALLATION NOTES Left Overhang Soffit loading a 0.0 psf /Did Building Components Group, Inc. (span) : 3 (LIVE) LC 19 -0.03" T- -0.05" (cant) : 1 (LIVE) LC 12 0.00" T= 0.02" RCES: / TENS.(DUR.) CSI / 38(1.25) 0.10 / 407(1.25) 0.22 i/ 64((1.603 0.25 / 109 1.60 0.25 4-5 -275(1.25)/ 191 1.60 0.14 5-6 / 372 1.25 0.22 6-7 =3(1.60)/ 428 1.25 0.28 7-8 -248(1.25)/ 47(1.60) 0.25 8-9 -644(1.25)/ 53(1.60) 0.14 BC COMP. DUR. / TEN216" R.) CSI 10-11 -332 1.25 / 42951.603 0.09 12-13 12 -325 1.25 / 487`1.33 0.21 13-14 -133(1.25)/ 210 1.60 0.19 14-15 -2(1.60)/ ' 142(1.25) 0.2D 16-17 -13(1.60)% - 515- 1617160 66(1.25) 0.10 WB COMP. DUR. / TENS. DUR.) CSI 2-11 -777 1.25 / 148 1.603 0.09 2-12 -130 1.60 / 693 1.25 0.28 3-12 -75(1.25)/ 91(1.25) 0.04 3-13 -349 1.33 / 101((1.603 0.29 4-13 -238((1.253/ 1290 171 ((1.603 0.20 13 6-15 14 -282(1.25)/ 134(1.60) 0.24 5-14 774 1.25 / 23 1.60 0.43 7-14 -550(1.25)/ 134 1.60 0.46 7-15 282 1.25 0.11 8-15 -415(1.25) 111 1.60 0.24 8-16 75(0.90) 0.04 16-9-0 16-9-0 ' 1 2 3 4 l5 6 7 8 9' 6.00 -6.00 B2 W:308 R:1474 U:-96 : U:-166 33-6-0 10 11 12 .13 14 15 1617' Required bearing widths and bearing areas appl when truss not supported in a hanger. UPLIFT REACTION(S) ' Support 1 -96 lb Support 2 -166 lb Support 3 -67 lb This truss is designed using the CBC -01 Code. Bldg Enclosed a Yes, Importance Factor - 1.00 Truss Location a Not End Zone Hurricane/Ocean Line No Exp Category - C Bldg Length - 90.00 ft, Bldg Width 48.00 ft Mean roof height - 13.42 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf 9-5-7 SHIP x 0-4-3 B3 'LUS24 WAN R:369 . U:-67 . All connector plates are Trvswal 20 ga. unless preceded by •'M•' for Nave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. fres Alpine; or preceded by "MX" for TWX 20 ea. or "H•' for 16 ga. from Trusral, positioned per Joint oetai 1 Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). C/A n V 1 `/2oo 413 - Const. Fr�Cm�i pg spa -WARNING Read all notes on this sheet and give a copy of ifto the Erecting Contractor. Cust: JIM MURPHY . J This design is for an individual building wmPon"not buss system. It hes been based on spedlii-time provided by the component manufacturer WO • Dri ve_N_070264_L00008_]00001 ® and done in accordance with the current -aims of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy, omensions Ds • RM # LC 29 ' WT 248# area Wverified by the component manufacture and/or Wilding designer prior tofebrication. The building designer must ascertain that the loads n r 9 ' = : T R U S WA L utilized on this design meet or weed the loading imposed by the local Wilding code and the particular application. The design assumes that the top chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 is laterally braced by the roof or floe sheathing and the bottom chord ie laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 SYSTEMS d. &a notecing shown is for Iateal support of components menbes only to ruc ede buckling length. This component shall nal be placed in any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® environment that vAll cause the mcisture cortent of the wood to excead Ili% and/or cause connector plate ontoim. Famieate,hands. Install and brace this truss in accordance with the following stamfards:'Joint and Cutting Detail Reports' available as output from Truswal sahware. BC Live 0.00 psf 1.15 / 1.00 / 1.00 /Did Building Components Group, Inc. 'ANSI7rPl 1', WTCA 1' - Wood Truss Council of America Standard Design Reaponaibilides, BUILOING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpvh Dr. Ste. 102, Colo. Spga, Co 80907 (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss, Rate Institute (TPI) is located at 683 D'OraMo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. Th. American Forest and Paw Association (AFPA)islocated at111119 Street. NW, Ste 80o,Washington, DC20g38. Bldg Code: CBC -01 DEFL RATIO: L/360 TC L/36 Job Name: MURPHY 2007 Truss ID: 801 Qty:' 1 l BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating spec ' ANSI/TPI -,1995 This design based on chord bracing applied DS n r • RM #LC = ' 16 68# 9 1 0- 1-12 859 HCR 1.50 BC. 2x4 DFL #1 & Btr, THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 11- 7- 4 813 3.50" 1.50" WEB 2x4 DFL STANDARD MULTIPLE.LOAD CASES. max o.c. from to noted. Bracing shown is for lateral support of components members only to reduce buckling legth. This component shall net be placed in any enwrenmed that wall cause the red.. -d..- coolant d Ne wood In exceed 1696 .-cause connector plate corrosion. Fabricate, handle, install BRC REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS.' IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 0- 0- 0 5- 9- 0' BC Live 0.00 psf on the truss material at each bearing PLATE VALUES PER ICBG RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR Required bearing widths and bearing areas O. C. Spaci ng 2- 0- 0 BRG HANGER/CLIP NOTE °HU526 Loaded for 10 PSF non -concurrent BCLL: 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY apply when truss not supported in a hanger. 1 Support Connection(s)/Hanger(s) are Drainage must be provided to avoid ponding. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE UPLIFT REACTION(S) • not designed for horizontal loads. Permanent bracing is required (by others) to HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 1 -139 lb SEE SIMPSON CATALOG prevent rotation/toppling. See BCSI 1-03 Continuous lateral bracing attached to flat Support 2 -132 .lb FOR ADDITIONAL INSTALLATION NOTES and ANSI/TPI 1. TC as indicated. Lumber must be structural This truss is designed using the MAX DEFLECTION (span) PLATING BASED ON GREEN LUMBER VALUES. grade. Brace G 24" o.c. unless noted. CBC -01 Code. L/999 MEM 4-5 (LIVE) LC 1 End verticals are designed for axial loads Bldg Enclosed - Yes, Importance Factor - 1.00 T= -0.08" -CAL only unless noted otherwise. Y Truss Location - Not End Zone CR ME RF RCE:: CRITICAL MEMBER FORCES: Extensions above or below the truss profile Hurricane/Ocean Line No Exp Category C TC COMP.(DUR.)/ TENS.(DUR.) CSI 1-2-936(l.zs)/ los(1. 6o) 0.91 (if any) have been designed for loads Bldg Length - 90.00 ft, Bldg Width 48.00 ft 2-3 -1113 1.25 / 91(1.60) 0.41 indt cated only. Horizontal loads applied at Mean roof height - 10.71 ft, mph 80 the end of the extensions have not been considered A drop -leg le to CBC Standard Occupant , Dead Load 15.6 psf CASE # BC CORP. DUR. / TENS. (DUR.) CSI 4-s o 0.90 / u3((1.6a) o.3z -120 1.60 / 959(1.25) 0.42 unless shown. P- 9 an otherwise unsupported wall may create a ----------LOAD DESIGN LOADS ---------------- Dir L.Plf L.Loc R.PIf R.Loc LL/TL .s-6 WB COMP.<DUR. / TEMS.(DUR.> CSI hinge effect that requires additional design consideration (by others). TC Vert 107.92 0- 0- 0 107.92 5- 9- 0 TC Vert 56.00 5- 9- 0 56.00 11- 9- 0 0.57 0.57 1-4 -761(1.25/ 117(1.60) 0.12 TC Vert 76.00 11- 9- 0 . 76.00 13- 3- 0 0.42 1-s -16(1.60)/ 1032(1.2 s) 0.42 'BC Vert 38.54 0- 0- 0 38.54 11- 9- 0 0.00 2-5 -186(1.25)/ 119(1.60) 0.04 .. .Type... lbs X.Loc LL/TL Fastener TC Vert 84.7 5- 9- 0 1.00 TC Vert 63.5 5- 9- 0 0.00 TC Vert 0.0 11- 7- 4 1.00 M i 5-10-15 2 3 -6.00 148# B1 E12 'HLIS26 W:308 W:308 R:813 R:859 LIA 32 LIA 39 I 11-9-0 � 4 S FiI All connector plates are Truswal 20 Be. unless preceded by "H" for Have 20 ga., "16" for HS 10 ga., u5" for SS 18 Be. from Alpine; or preceded by "HX" for TWX 20 ga. or "H" for 16 ga. from Troswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Q_D 4 -6 SHIP 413 -.Const. FrOg spe WARNING Read a0 notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY l Two design is for an individual building component not tn,sa system. It has been based on Sondficall s provided by the component manufacturer W0: Dri ve_N_070264_L00008-300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacture andlo building d'estgne prior to fabrication. The Wilding designer must ascertain that the loads DS n r • RM #LC = ' 16 68# 9 T R U S WA L "I!- on this design most o eased the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless othevise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 E25=SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling legth. This component shall net be placed in any enwrenmed that wall cause the red.. -d..- coolant d Ne wood In exceed 1696 .-cause connector plate corrosion. Fabricate, handle, install s TC Dead 12.00 psf Re p Mb r Bnd / Comp / Tens /filBf Building Components Group, Inc. and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truawal software, -ANSI/TPI BC Live 0.00 psf 1.00 / 1.00 / 1.00 1', WTCA 1'- Wood Truss Council of America Standard Design ResponsibRides.'BUILOING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 4445 Northpefr Dr. Sto. 102, Colo. Spga, CO 80807(SCSI TRUSPLUS 6.0 VER: T6.S.5 1-03) and'BCS1 SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 563 D'Onofrio Drive. Madison. Wisconsin 53710. The American Forest and Paper Association (AFPA)islocated al111119thSUMLNW. Ste SM. Washington. DC20030. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 [Job Name: MURPHY 2007 Truss ID: B02 Qtv: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 447 HGR 1.50" 2 11- 7- 4 561 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 1 °HUS26 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 1 L- -0.01" D- -0.06" T- -0.06" CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS.(DUR.) CSI 1-2 -335 1.25 / 71 1.60) 0.16 2-3 -421 1.25 / S7 1.603 0.11 3-4 -637 1.25 / 100 1.60 0.12 BC Camp.,(DUR.)/ TENS.(DUR.) CSI 5-6 0(1.60)/ 157(1.60) 0.16 6-7 -187(1.60)/ 539(1.25) 0.21 WB COMP.(DUR.)/ TENS.(DUR.) CSI 1-5 -422(1.25 / 114(1.60) 0.11 1-6 _96(1.60 / 455(1.253 0.18 ' 2-6 46(1.25 / 77(1.60 0.02 3-6 -238(1.25)/ 133(1.60) 0.07 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Drainage must be Provided toavoid ponding. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural A Brace 0 24" o.c. unless .noted. This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor' a 1.00 Truss Location - Not End Zone Hurricane/Ocean LineNo Exp Category - C Bldg Length - 90.00 ft, Bldg Width m 48.00 ft Mean roof height - 11.21 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf 1.-9:1 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS..IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A.drop-leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 7-10-15 1 3 4 B1 B2 'HUS26 W:308 W:308 R:561 R:447 U A II U:-97 1 11-9-0 1 1 5 6 7 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 0- 0- 03- 9- 0 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) ' Support 1 -97 lb Support 2 -81 lb 5- -6 SHIP 0M All connector plates are Trvswal 20 ga. unless preceded by "N" for Nave 20 ga., "MS" for IB 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "N%" for TAMX 20 Ba. or "N" for 16 ga. from Trosaal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). r 6/12/2007 413 - Const. Fr mmii ng 5pe A Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY ) This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO' Dri Ve-N-070264_L00008-100001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: RM #LC = 16 WT: 77# T R U S WA L ubliasd on this design meet or -,ad the loading imposed by the local building code and the particular application. The design assumes, Nat the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for latmel suppon of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 10%end/or cause rannectorplate corr I-. Fabricate, handle. insist] TC Dead 12.00 psf Rep Mbr Bind / Comp / Tens and brace this truss in accordance with the follovang standards: Voint and Cutting Detail Report3'evailable as output from Ttiawalsoftware. BC Live 0.00 psf 1.15 / 1.00 / 1.00 IlIIBTBuilding ComponentsGroup,InC. 'ANSI7TPI1'.WIUAi'-Wood TrussC-AaAmercaCtandeldDesign Recponsibilitim.'Bijif,nwr,COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0.C.Spacing -2- 0- 0 4448 Northpadr Dr. Ste. 102, Colo. Spgs, CO 80007(SCSI 1.03) end'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Instituto (TPI) is located at 583 Domino Drive. Madison, TRUSPLUS 6.0 VER: T6.5.5 Wiaconsin53719. The American Forest and Paper Association(AFPA)islocatedatI11119thSueeLNW,Ste800.Washington.CC20036. Bldg Code: CBC -til DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: B03 - ON: 1 BRG -X-LOC REACT SIZE REQ'D 1 0- 1-12 447 HGR 1.50" 2 11- 7- 4 561 3:50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 1 °HUS26 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) L/999 MEM 7-8 (LIVE) LC 1 L- -0.01" D- -0.02" Tm -0.03" CRITICAL MEMBER FORCES: TC COMP.((DUR.))/ TENS.((DUR.)) CSI 1-2 64 03 2-3 -246(1.253% 24(1.03 0.18 3-4 -635(1.25 / 44(1.60 0.18 BC COMP. DUR.)/ TENS.(DUR.) CSI 5-6 0(1.60)))/ 200((1.60)) 0.06 6_7 -1677-8 -1 0.15 66(((1. 0)% S20((((1.253 0.15 1-5 CO106(D1U.60)/ TE404(1 u25) OC17 II 1-5 -4272-6 (1.25)/ 120(1.60) 0.17 '13 3-6 - 19(1.25)/ 147(1. 03 0.18 3-7 J 107(0.90 0.06 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Drainage must be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads. indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). Plating spec : ANSI/TPI - 1995' THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) l 9-10-15 f 2 3 4 I� 6.00 B1 82 'HUS26 W:308 W:308 R:561 R:447 LIA6 U:-113 l 11-9-0 H 5 6 7 8 6-11-6 SHIP 0-4-3 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support 1 -113 lb Support 2 -66 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone ' Hurricane/Ocean Line No Exp Category - C Bldg Length = 90.00 ft, Bldg Width 48.00 ft Mean roof height.= 11.71 ft, mph 80' CBC Standard Occupancy, Dead Load 15.6 psf All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "NS" for NS 20 ga., "5" for SS 18 Be. from Alpine; or preceded by "NX" for TNMX 20 ga. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates end false frameshown above. plates are positioned as shoabove. Shift gable stud plates to avoid overlap with structural plates (or staple). /�,� /�/I�oo� v (� (� 413 - Const. Frammii pg . Spe (CA® Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY J This design is for an individual building component not truss system. It has been based on specificailons provided by the component manufacturer WO • Dri ve_N_070264_L00008-300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to ba verified by the component manufacturer and/or building designer prior to fabricofion. The buildir g designer must ascertain that the loads DS n r • RM 9 #LC = 16 Wi • $ 6# T R U S WA L utilized on this design meet or exceed the loading imposed by 11. local building code and the particular application. The design assumes that the lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS noted. &acing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle, install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace cos truss in accordance with the following stamlards: •.lot, and Cutfing detail Reports• evailable as output from T-1coftware, BC Live 0.00 psf 1.15 / 1.00 / 1.00 NM Building Components Group, fnc. 'ANSI/TPI 1'. WTCA 1•- Waod Truce C-il of Art 1. Standard Design Raapenalb li6ca.'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4444 Northport, or. Sto. 102, Colo. SPg-, CO 80007 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI, The Truss Plate Institut. (TPI) is located at 583 D'Onafrio Drive. Madison. TRUSPLUS 6.0 VER: T6.5.5 1 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111119thSueeLNW. Sto800•Washington, DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: B04 Qty: . 1 BRG X -LOC REACT SIZE REQ'O TC 2x4 DFL #1 & Btr. Plating spec ' ANSI/TPI - 1995 Required bearing widths andbearing areas 1 0- 0-12 443 HGR 1.50" BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 11- 7- 4 564 3.50" 1.50" WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. UPLIFT REACTIONS) • ' BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -139 lb on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR - Support 2 -44 lb BRG HANGER/CLIP NOTE PLATING BASED ON GREEN LUMBER VALUES.' 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the 1 °HUS26 End verticals are designed for axial loads GIRDERS. IF 2.5" GUN NAILS ARE USED, THE CBC -01 Code. Support Connections)/Hanger(s) are for horizontal loads. only unless noted otherwise. HANGERS MUST BE RE-EVALUATED (BY -OTHERS). Bldg Enclosed Yes, Importance Factor = 1.00 not IMPdesigned SEE CATALOG Extensions above or below the truss profile - Truss Location - Not End Zone ADDITIONAL FOR ADDITIONAL INSTALLATION NOTES (if any) have been designed for loads 0.00 psf Hurricane/Ocean Line No Exp Category = C MAX DEFLECTION (span) indicated only. Horizontal loads applied at have been BC Dead Bldg Length = 90.00 ft, Bldg Width - 48.00 ft L/999 MEM 4-5 (LIVE) LC 15 the end of the extensions not considered unless shown. A drop -leg to an - Mean roof height - 12.01 ft, mph 80 CBC Standard Occupancy, Dead Load $ '15.6 L- -0.03" D= -0.02" T- -0.06" CRITICAL MEMBER FORCES: otherwise unsupported wall may create.a TRUSPLUS 6.0 VER: T6.5.5 4 = psi TC COMP.(DUR.)/ TENS.(DUR.) CSI hinge effect that requires additional;design DEFL RATIO: L/360 TC: L/36 1-2 -85(1.25)/ 52(1.25) 0.31 consideration (by others). 2-3 -611(1.25)/ 0.31 BC COMP.(DUR.)/ TENS.(DUR.) CSI ' 4-5 -164((1.603/ 490((1.253 0.22 ' 5-6 -162 1.60 / 493 1.25 0.22 WB COMP.(DUR.)/ TENS.(DUR.) CSI 1-4 -119(1.25)/ 74((1.60)) 0.07 2-5 -565(1.25)/ 220(1.25) 0.09 6.00 0-4-3 B1 B2 •HUS26 W:308 W:108 R:564 R:443 U:-44 LIA39 1-6-0 1 11-9-0 �� 4 5 6 6-11-7 SHIP All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga:, "HS" for HS 20 ga., "S" for SS 18 ga, from Alpine; or preceded by 'WX" for Ti 20 Ba. or "H" for 16 Be. from Trvswal, positioned per Joint Detail Reports. Circled plates and fa Pse frame plates are positioned as shown above. .Shift gable stud plates to avoid overlap with structural plates (or staple). L ` �/� 2�20�7 413 - Const. Fr mmii pg spe (CA® A Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust:. JIM MURPHY ) This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO. Dri ve_N_070264-L00008-]00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibilityis assumed for dimensional accuracy. Dimensions ere to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the loads DS n r' RM 9 #LC = 16 WT : 74# T R U S WA L utilimd on Ws design meet or -,ad the loading imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psi SnowDu r L=1.15 P=1.15 ® SYSTEMS noted. Bracing snoem is for lateral support of campon;nw membe s only to rem ce cackling to gth. This component shall not be placed in any a-vi-men,thatwnceusememoslureco--oflhewood toeueedtg%and/orcaus. connector plateconosion. handle. Install TC Dead 12.00 psf Rep Mbr Bind / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reporta'available as output from Truswal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 JVW Building Components Group, Inc. 'ANSI/TPI 1', WTCA 1'. Wood Truss Council of America Standard Design Responsibilitma'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf O.C.-Spacing 2- 0- 0 4446 Northpark Dr. Sto. 102, Coto. Spite., CO 80907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Tens Plate Institute (TPI) is located at 583 D'Onof to Drive, Madison. TRUSPLUS 6.0 VER: T6.5.5 4 Wiscond 53719. The American Forest and Paper Association (AFPA)islocated at1111191hStreet NW. Ste 800.Weahirgton,OC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 lJob Name: MURPHY 2007 Truss ID: C01 Qtv: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 2- 7-12 177 3.50 1.50" BC 2x6 DFL SS 2 19- 7-12 4823 3,.50" 2.20" WEB 2x4 DFL STANDARD 3 45- 4- 4 3125 3.50" 1.67' 2x4 DFL #1 & Btr. 7-17 BRG, REQUIREMENTS shown are based ONLY SLIDER 2x6 DFL #2 on the truss material at each bearing PLATE VALUES PER ICBG RESEARCHREPORT.#1607. MAX DEFLECTION (span) : Loaded for 10 PSF non -concurrent BCLL: L/999 MEM 18-19 (LIVE) LC 26 Mark all interior bearing locations. L=-0.02" D=-0.19" T=-0.21" +++++++++++++++++++.++.+ MAX DEFLECTION (cant) : Nail pattern shown is for PLF loads and L/999 MEM 11-12 (LIVE) LC 11 point loads converted to PLF loadsonly. L- 0.01" D= 0.00" T- 0.01" Concentrated loads MUST be distributed to CRITICAL MEMBER FORCES: TC COMP.(DUR.>/ TENS.(DUR.) CSI -each 1 y, p y 9 ers are ply equally. Multi -ply with OL- 1 0(1.60)/ 38(1.25) 0.06 ,,hangers based on hanger nails using 3.0" nails min. 1-2 -273(1.60) 431 1.25) J o.v into the carrying member. 2-3 957 0.90) 3-4 / 1367 0.90) 0.x9 0.32 If shown, use additional fasteners for point 4-5 / 2087 0.90) 0.25 loads from the back 1 s, distribute P Y s-6 191s(q.9o) 0.46 symm. around the hanger in the chords. i-a 0.36 Use any other approved detail (by others). -1641((o.90s)/ CBC -01 IF 2.5' GUN NAILS ARE USED, ANY NAIL CLUSTER a -9 -3928(0.9o)/ 9-10 -5661((0.90))/ 0.27 0.45 AMOUNTS SHOWN MUST BE INSTALLED FROM THE 7-18 7-8 8-8 FRONT AND BACK FACE EQUALLY (TOTAL NAILS - 11612 354 (lU 2i)% 7E353 (1.60) 0.03 12-13 -376(1.25))/ 379(1.60) 0.07 13-14 -831 0.90 / 0.07 14-15 -1197 0.90 / 0.14 15-16 -316(0.90)/ 0.14 16-17 '/ 2624(0.90) 0.22 17-18 / 4082(0.90) 0.34 18-19 / 4091(0.90) 0.39 WB -COMP.(DUR.)/ TENS. (DUR.) CSI 2-12 -88(1.25)/ 712(1.60) 0.11 2-13 -670(0.90)/ 0.11 3-13 S 427(1.25) 0.09 3-14-7z7(1.zs 0.13 4-14 382(1.25) 0.08 4-15 -1984(0.90 / 0.43. 5-15 800(0.90) 0.23 6-15 -3096(0.90 / 0.51 6-16 3073(0.90) 0.87 7-16 -2391(0.90 / 0.33 7-17 / 3594(0.90) 0.32 0.09 9-17 -721(0.90 B-17573(1.60) 0.10 9-18 340<0.90) 0.09 SLDRL / 1144(0.90) 0.10 DOUBLE THE AMOUNT SHOWN). 10d - 10d NAILS, SDS= Simpson SDS screws or equivalent substitute. (*) = Special Connection Req. (by others) + + + + + + + + + + + + + + + + + + +.+ + + Left Overhang(s) are not to be removed. OVERHANG(S) MAY BE.SHORTENED UP TO 3" MAX. Left Overhang Soffit loading - 0.0 psf Plating spec • ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 5" GUN HANGERS MUST2BE RE-EVALUATEDILSR(BYSEDOTHERS). Install interior support(s) before erection. Drainage -must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See.BCSI 1-03 and ANSI/TPI 1. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. 2 -PLY! Nail w/lOd COMMON, sta22ered(pper NDS) in: TC- 2 BC- 2 WEBS- 2 PER FOOT! - Cluster screws, if shown, are 3" long. This design based on chord bracing applied 16-9-0 per the following schedule: 6/12/2007 max o.c. from to ' 1 TC 24.00" 20- 1-13 31- 6- 0 3 UPLIFT REACTIONS) ' 7 8 Support 1 -682 lb 10 Support 2 -289 lb 6.00 Support 3 -187 lb and done in accordance with the cumenl versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 RM Truss Location = Not End Zone #LC = 29 WT: 392# Hurricane/Ocean Line No Exp Category = C utilized on IhiI design meet or exceed the loading imposed by the local building code and the pa tic Wer application. The design assumes that the lop chord Bldg Length - 90.00 ft, Bldg Width = 48.00 ft 1.5-4 Mean roof height - 13.42 ft, mph = 80 CBC Standard Occupancy, Dead Load 15.6 psf TC Snow ---- --LOAD CASE #1 DESIGN LOADS =--------------- 5- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 56.00 - 1- 6- 0 56.00 0- 0- 0 0.57 TC Vert 56.00 0- 0- 0 56.00 45- 6- 0 0.57' BC Vert 20.00 0- 0- 0 20.00 45- 6- 0 0.00 ...Type... lbs X.Loc LL/TL Fastener TC Vert 75.0 20- 9- 0 0.00 TC Vert 75.0 24- 9- 0 0.00 3-10 BC Vert 3461.0 33- 6-12 0.00 4-4 BC Vert 857.0 43- 9- 0 0.00 (gC51 7.03) and'OCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'OnoMo Drive, Madison, (aCS''s" 14 16-9-0 !3 4-131 6/12/2007 13-10-15 1 2-PLYS 1 2 3 4 5 6 7 8 9 10 REQUIRED 6.00 -6. 12-0-0 and done in accordance with the cumenl versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions -6.00 R6-6 75# 75#1 RM #LC = 29 WT: 392# T utilized on IhiI design meet or exceed the loading imposed by the local building code and the pa tic Wer application. The design assumes that the lop chord -6 1.5-4 Li veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid shealhiig material directly attached, unless otherwise TC Snow 4-6 5- ® SYSTEMS noted. Bracing shown is for lateral support of components man" only to reduce buckling length. This component shall net be placed in any -ho-mon- rause connector plate corrosion. Fabricate. te.handle.install TC Dead ea 5-6 Re B P Mb r nd / Comp / Tens AB� Building Components Inc. arw brace this truce in accordance v m the following standards:'Joint and C�,wng Cetan Reports• available as output from Truswal aem are. 'ANSI/TPI BC Live 8-8-11 1.00 / 1.00 / 1.00 1'.'W7CA V- Wood Truss Ceunail of Amorico Standard Design Responsibilities.'BUILDINS COMPONENT SAFETY INFORMATION'. 3-10 10.00 psf 4-4 Dr. pas.,Gro OI45 Northpark Or. Sto. tOI, Colo. Sppa, c0 80807 (gC51 7.03) and'OCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'OnoMo Drive, Madison, (aCS''s" 4-10 3-6 1 Itg. The American Fcresland Paper Association (AFPA)Islocatelat11111BthStiaet:NW. SIe8D0,Washington. DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 3.5-4 0-4-3 34 3.5-4 7-18 7-8 8-8 3-4 0-4-3 B1 4.8 B2 B3 2-� W:308 19-7-12 W308 W:308 R:177 R:4823 R:3125 U:-682 U:-289 3461# 1 857# 1 U:-187 11 12 13 14 1545-6-0 16 17 18 19 . 14 All connector plates are Truswal 20 Ba. unless preceded by "W" for Wave 20 ge. , "NS" for HIS 20 ga., "s" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frameshown above. plates are positioned as shoabove. Shift gable stud plates to avoid overlap with strucra tul plates (or staple). 6/12/2007 413 - Const. Fra 5ng spa Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY ) This desigh ie for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve-N-070264_L00008_JO0001 ® and done in accordance with the cumenl versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: a re to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads RM #LC = 29 WT: 392# T R U S WA L utilized on IhiI design meet or exceed the loading imposed by the local building code and the pa tic Wer application. The design assumes that the lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid shealhiig material directly attached, unless otherwise TC Snow 0.00 psf S nowDu r L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components man" only to reduce buckling length. This component shall net be placed in any -ho-mon- rause connector plate corrosion. Fabricate. te.handle.install TC Dead ea 12psf .00 P Re B P Mb r nd / Comp / Tens AB� Building Components Inc. arw brace this truce in accordance v m the following standards:'Joint and C�,wng Cetan Reports• available as output from Truswal aem are. 'ANSI/TPI BC Live 0.00 psf 1.00 / 1.00 / 1.00 1'.'W7CA V- Wood Truss Ceunail of Amorico Standard Design Responsibilities.'BUILDINS COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 Dr. pas.,Gro OI45 Northpark Or. Sto. tOI, Colo. Sppa, c0 80807 (gC51 7.03) and'OCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'OnoMo Drive, Madison, (aCS''s" TRUSPLUS 6.0 VER:. T6.5.5 Itg. The American Fcresland Paper Association (AFPA)Islocatelat11111BthStiaet:NW. SIe8D0,Washington. DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: CO2 Qty: 1 BRGX-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating spec • ANSI/TPI - 1995 This design based on chord bracing applied 1 2- 7-12 1826 3.50 1.57 BC 2x4 DFL #1 & 8tr. THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 19- 7-12 415 3.50" 1.50" WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. max o.c. from to 3 43- 7- 4 1561 HGR 1.66" PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 15-10-15 29- 6- 0 BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR Required bearing widths and bearing areas on the truss material at each bearing Mark all interior bearing locations. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY apply when truss not supported in a hanger. BRG HANGER/CLIP NOTE 3 °HU526 Install interior support(s) before erection. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE UPLIFT REACTION(S) • ' Support Connection(s)/Hanger(s) are Drainage must be provided to avoid ponding. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 1 -119 lb not designed for horizontal loads. Continuous lateral bracing attached to flat Permanent bracing is required (by others) to Support 2 -109 lb SEE SIMPSON CATALOG TC as indicated. Lumber must be structural prevent rotation/toppling. See BCSI 1-03 Support 3 -101 lb INSTALLATION NOTES FOR ADDIDEFLECONALTION grade. Brace 0 24" o.c. unless noted. and ANSI/TPI 1. This truss is designed using the 9 g MAX DEFLECTION (s an) Left Overhang(s) are not to be removed. PLATING BASED ON GREEN LUMBER VALUES. CBC -01 Code. L/999 MEM 15-16 (LIVE) LC 1 OVERHANG(S) MAY BE SHORTENED UP TO 3': MAX.! Bldg Enclosed - Yes, Importance Factor - 1.00 9 P L- -0.17" Dm -0:27" Tm -0.44" Left Overhang Soffit loading 0.0 psf Truss Location Not End Zone MAX DEFLECTION (cant) : Hurricane/Ocean Line = No Exp Category - C L/999 MEM 10-11 (LIVE) LC 23 Bldg Length - 90.00 ft, Bldg Width - 48.00 ft L- -0.01" D- -0.01" T- -0.03". CRITICAL MEMBER FORCES: Mean roof height - 13.21 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf TC COMP.(DUR.)/ TENS.(DUR.) CSI ---- --LOAD CASE #1 DESIGN LOADS ---------------- OL- 1 0(1.25)/ 38(1.25) 0.11 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 1-2 -350 1.60 / 357 1,25 O,ls 2-3 -2084 1.25 / 60 1.60 0.40 - 7C Vert 56.00 - 1- 6- 0 56.00 0- 0- 0 0.57 3-4 -1972 1.25 / 108 1.60 0.40 TC Vert 56.00 0- 0- 0 56.00 43- 9- 0 0.57 4-5 -19941.21/ 9s1.6o 0.71 BC Vert 20.00 0- 0- 0 20.00 43- 9- 0 0.00 ' S-6 -1994 1.25 / 95 1.60 0.71 6-7 -1994 1.25 / 95 1.60 0.22 .Type... lbs X.Loc LL/TL Fastener 7-8 -2140(1.25)/ 111(1.60> 0.712 ' TC Vert 75.0 20- 9- 0 0.00. 8-9 -2392(1.25)/ 71(1.60) 0.74 - TC Vert 75.0 24- 9- 0 0.00 TENS.(DUR0 "Ni 0C -(DUR25)// 30B411 8 -198 11.211-1 431.60 0.23 12-13 1804(1.21) 0.42 13-14 / 1686(1.25) 0.62 14-15 / 1994(1.25) 0.65 _ 15=16 / 1831 1.25 0.48 16-17 2079 1.25 0.48 17-18. -115<1.60�/ 59 1.60 0.26 15-10-15 14-1-15 WB (11`11` UR.)/ TENS.(DUR.) CSI I 1 2 3. ( i 4 rJ 6 '7 6 9 . 2-11 -1707((1.25)) 137(1.60) 0.19' 2-12 1883 1.25 0.77 3-13 -276(1.25 / 81 1.60 0.11 6.DD 1�3_6r�_0�-Ire -6.DD _12 1 60 0.28 4-13 -274((1.60)1 33/ 229 1.33 0.09 �' �-I I "�• '�• st6 4-14 815 1.25 0.35 5 5-14 -496(1.25 / 5 1.60 0.52 6- 1.5_4 1.5_4 6-15 -297(1.25)/ 1.61 0.31 7-11 333 1.25 0.14 7-16 -12(1.60)/ 382 1.25 0.16 8-16 -304 1.25 / 1z1(1.60) o.3a 8-17 -149 1.25 93(1.60) 0.05 9-17 2097(1.25) 0.85 3.5-4 9-18 -1499(1.25 / 62(1.60) 0.17 8-3-11 >3L.5-4 9-11-6 3.5-6 3-8 SHIP 1 3.5-4 1 Z11 0-4-3 2-4 6-6 J 3-4 3 4 6-6 3-4 6-6 2-4 81 B2 83 2-6 0 19-7-12 HUS26 R:182 R:1826 R:415W30 R:415 W:308 LIA 19 LIA09 R:1561 U:-101 43-9-0 C 10 11 1'2 r 13 14 15 16 17 18 7i t�0. z All connector plates are Troswal 20 ga. unless preceded by "W" for Wave 20 ga., "IB" for AS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "NX" for ThM 20 ga. or "N" for 16'ga. from Truswal, positioned per Joint Detail Reports. Circled. plates and false frame is are positioned as shown above.Shift gable stud plates to avoid overlap with structural plates (or staple). 413 - Const. Framing Spe WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY This design is for Individual an building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_070264_L00008_J 00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the leads _ DS n r • RM #LC = 29 Wf • 32 3# g - T R U S WA L utilimd onlhis design meet or --d the loading imposed by the local building code and the particular application. The design assumes that the op chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 IS laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS noted. Bracing sWown is for lateral supportof components members only to reduce buckling length. This component shall not be placed in any -A --I 1%All use themaamrecontent.1thewoodtoa,�eedtes6and/.-us.connectorplateconosion. Fabricate, handle. Install TC Dead 12.00 psf Rep Mbr Bind / Comp / Tens and brace this truss in accordance with thefollowing stard.rd,:'Joint and Cutting Detail Reports'available as output from Truswal software. BC Live 0.00 psf 1.00 / 1.00 / 1.00 IM Building Components Group, Inc. 'ANSI/TP! 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C.. Spaci ng 2- 0- 0 4445 Northpark Dr. St. 102, Cdo.Spgs., C0 80907 (gCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison. TRUSPLUS 6.0 VER: T6.5.5 Wisconsln53719. The American Forest and Paper Association (AFPA) 13 located at I I I I 19th Streal, NW. StO 800, Washington. DC 2W36. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: CO3 Qty: 1 V t Coo� / /A2 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. This design based on chord bracing applied eo�1.60� o.4a 1 2- 7-12 780 3.50" 1.50" BC 2x4 DFL #1 & Btr. ® See standard details (TX01087001-001 rev1). per the following schedule: 10 2 19- 7-12 2095 3.50" 1.86" WEB 2x4 DFL STANDARD Plating spec • ANSI/TPI - 1995 max o.c. from to 3 43-.7- 4 790 3.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 17-10-1S 27- 6- 0 T R U S WA L BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. UPLIFT REACTION(5) ' B-17� 9-17 -164 1.25))/ on the truss material at each bearing Mark all interior bearing locations. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -82 lb ® SYSTEMS MAX DEFLECTION (span) : Install interior support(s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -136 lb 7 L/999MEM 15-16 (LIVE) LC 19 Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 3 -49 lb iiBa►Building Components Group, Inc. L- -0.07" D= -0.08" T- -0.14" Permanent bracing is required (by others) to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss is designed using the 4445 Northpark Dr. Sm. 102, Colo. Spga., CO 80907 MAX DEFLECTION (cant) : prevent rotation/toppling. See BCSI 1-03 HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. TRUSPLUS 6.0 VER: T6.5.5 i L/999 MEM 11-12 (LIVE) LC 12 and ANSI/TPI 1. Continuous lateral bracing attached to flat Bldg EnclosedYes,.Importance Factor - 1.00 L- 0.02" D= 0.00" T- 0.02" PLATING BASED ON GREEN LUMBER VALUES. TC as indicated. Lumber must be structural Truss Location Not End Zone CRITICAL MEMBER FORCES: Tc COMP.<DUR. / TENS. CSI Left Overhang(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED TO 3" MAX.I grade. Brace 0 24" o.c. unless noted. Hurricane/Ocean Line No Exp Category - C oL- 1 0(1.25/ 38(1.25) 0.11 1-2 -355 1.60 / 362 1.25 o.3e UP Left Overhang Soffit loading = 0.0 Bldg Length - 90.00 ft, Bldg Width m 48.00 ft Mean height ft, 2-3 -473 1.33 85 1.253 0.52 3-4 382 1.2 s) 0.54 psf A3.5-4 3-6 roof = 13.71 mph = 80 CBC Standard occupancy, Dead Load 15.6 psf P Y, _ 4-5 / 470(1.21 0.20 I ----------LOAD CASE #1 DESIGN LOADS ---------------- 5-6 / 470(1.25 0.30 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 6-7 -341(1.25)/ 146(((1.60))) 0.24 TC Vert 56.00 - 1- 6- 0 56.00 0- 0- 0 0.57 7-8 -448 1.25 / 139 1.60 0.21 8-9 -931 1.21 / 129 1.60 0.28 TC Vert 56.00 0- 0- 0 56.00 43- 9- 0 0.57 9-10 -54 1.25 / 117 1.60 0.28 BC Vert 20.00 0- 0- 0 20.00 43- 9- 0 0.00 ;3.5-4 c0 Fastener BC COMP. WR.)/ TENS.(DUR.) CSI 11-12 -288(((1.25)))/ 421(((1.6011:6*))) 0.17 ' TC Vert 75.0 20X 9- 0.00 -334 6-6 TC Vert 75.0 24- 9- 0 0.00 3-4 14-15 -292(1.21)% 182(1.60) 0.34 B1 15-16 -65(1.21)/ 200 1.60 0.38 16-17 642 0.44 B3 / 1.25 17-18 -11(1.60)/ 862 1.25 0.46 19-7-12 W '308 W:308 21-12 -66CoMp5(/.25)% TE160(1.60) CS 0.08 2-13 -138(1.60)/ 4 1.25 0.18 3-13 26644 1.25 0.11 3-14 -576(1 25)/ 121 1 60 0 34 4-14 z1 1:60 / 411 1.2s 0.17 17=10-1516-1-15 V t Coo� / /A2 413 - Const. Fr mmii ng spa (CA® Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY 4-ls-791�i.z5�/ eo�1.60� o.4a 1 2 3 '4 5 6 8 9 10 5-15 209 1.25)/ 6-11 -1082(1.25)/ 6-16 -21(1.25 0.11 7 1.60 0.70 1.25 0.29 721'31<1.60 6.00 '6.00 ' 7-16 -108(((1.25)))/ 48841.60)% 120 ) 0.06 T R U S WA L 1• TC Live 16.00 psf Li veDu r L=1.25 P=1.15 B-17� 9-17 -164 1.25))/ 369(1.253 0.15 139(1.60 0.06 TC Snow 6- 3-4 '5-6 ® SYSTEMS rated. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisereeontentofthe wood toe-ead10%a�orcause connector plate coresior;. Fabricate.hanmainstall 9-18 -1045 1.25 / 10-18 -129 1.25 / 32 1.60) 0.73 155(1.60) 0. 0 5 Rep .Mb Te Rep.Mbr Bnd / Comp / Tens p 7 and brace this truss in accordance with the following standards: *joint and Gdtiny Detail Reports' ovailablo as enrol from Truswal 6oft-re, BC Live 0.00 psf 1.00 / 1.00 / 1.00 iiBa►Building Components Group, Inc. 'ANSI/M 1', WTCA V. Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Sm. 102, Colo. Spga., CO 80907 (BCSI 1-03) end'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, ' TRUSPLUS 6.0 VER: T6.5.5 i Wisconsin53719. The American Forest and Paper Association (AFPA)islocated at111119th Street, NW, Ste 800,Washington, DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 5-6 ; 9-3-11 A' A3.5-4 3-6 10-)-6 SHIP 1'3.5-4 1.5-4=12„ ;3.5-4 1 0-4-3 2-4 5-61-4 6-6 3-4 3-4 B1 B2 B3 2-6-0 W:308 19-7-12 W '308 W:308 R:780 R:2095 R:790 U:-82 U:-136 LIA9 43-9-0 r 11 12 , 13 14 15 16 17 18 1 Al) connector plates are Trvswal 20 ga. unless preceded by "M" for Nave 20 ga., "MS" for US 20 ga., "S" for SS 18 Be. iron Alpine; or precededby "MX" for TWX 20 Be. or "N" for 16 Be. from Trusnal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to amoverlap rlap with structural plates Car staple). V t Coo� / /A2 413 - Const. Fr mmii ng spa (CA® Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY J This design is for an individual building component net truss system. it has been based on specifications provided by the component manufacturer WO:Drive-H-070264-L00008_J00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DS • RM are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must awarmin that the loads 9 n r #LC = 29 WT' 3 50# T R U S WA L utilized on Nis design meal or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 Is laterally braced by the roof or goo sheathing and the bottom chord is laterally braced by a dgid sheathing materiel directly attached, unless otherwise TC Snow 0.00 psf r L=1.15 P=1.15 ® SYSTEMS rated. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisereeontentofthe wood toe-ead10%a�orcause connector plate coresior;. Fabricate.hanmainstall TC Dead 12.00 psf Rep .Mb Te Rep.Mbr Bnd / Comp / Tens p and brace this truss in accordance with the following standards: *joint and Gdtiny Detail Reports' ovailablo as enrol from Truswal 6oft-re, BC Live 0.00 psf 1.00 / 1.00 / 1.00 iiBa►Building Components Group, Inc. 'ANSI/M 1', WTCA V. Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Sm. 102, Colo. Spga., CO 80907 (BCSI 1-03) end'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, ' TRUSPLUS 6.0 VER: T6.5.5 i Wisconsin53719. The American Forest and Paper Association (AFPA)islocated at111119th Street, NW, Ste 800,Washington, DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: C04 Qtv: 1 BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 1 2- 7-12 2838 3.50" 2.65" - BC 2 x 4 DFL #1 2 19- 7-12 2124 3.50" 1.89" 2x4 DFL SS 12-14 3 39-10- 4 1635 3.50" 1.50" 2x4 DFL #1 & Btr. 14-17 BRG REQUIREMENTS shown are based ONLY WEB '2x4 DFL STANDARD on the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. MAX DEFLECTION (span) : Loaded for 10 PSF non -concurrent BCLL. L/657 MEM 14-15 (LIVE) LC 24 Mark all interior bearingQ locations. L- -0.37" D- -0.15" T- -0.52" Install interior supports) before erection. MAX DEFLECTION (cant) r Bear laterally gid sheathing ingapplication.aria un less oUerwisa I. lied. the rooferral of andthents mcbord Is braced by eriengtheathis Drainage must be Provided to avoid ponding. L/256 MEM 16-17 (LIVE) LC 24 Continuous lateral bracing attached to flat L- 0.18" D= 0.02" T- 0.20" TC as indicated. Lumber must be structural CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS.(DUR.) CSI rade. Brace 0 24" o.c. unless noted. 9L- O1 0(1.33)/ 38(1.25) 0.14 + + + +.+ + + + + + + + + + + + + + + + + + 1-2 -354(1.60)/ 324 1.25 0.35 Designed for 5.7 K lbs drag load applied 2-3 -446((1.333/ 604 1.33 0.36 evenly along the top chord to the chord 3-4 -3455 1.33 / 1575 1.33 4-5 -3464((1.33)/ 1963(1.33 0.52 0.72 8 ea. bearin y 9 (Unless noted), Concurrent) 5-6 -2363(1.33)/ loos€1.33 0.68 with dead + 0 % live loads.' D.F. =,1.60 6-7 -1780((((1.33))))/ 261(1.33 0.54 Horiz. reaction - 5.7 K lbs. ea. bearing. 7-8 -1391(1.25)/ 81(1.60) 8-9 0.57 Connection (by others) must transfer equal -141(1.33)/ 211(1.25) 0.57 load to each ply (or add-on) shown. BC COMP. DUR. / TENS. DUR. CSI ++++++++++++++++++++++ 10-11 -341 1.33 / 414 1.60 11-12 -2263 1.33 / 3865 1.33 0.38 0.89 + + + + + + + + + + + + + + + + + + +.+ + + OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! 12-13 -3151 1.33 / 4741((1.33)) 13-14 -3869 1.33 / 522 S(1.33) 0.79 0.84 Overhang Soffit loading 9 g - 0.0 psf . . 14-15 -42661.33)/ 662 1.331 0.91 ++++++++++++++++++++++ 16-17 16 -55307(1.33)/ 54709(1.33) 33 86 0.22 WB COMP. DUR. / TENS. DUR.) CSI 2-11 -344 1.33 / 3-11 -4640 1.33 / 113 1.333 0.04 2467 1.33 0.94 3-12 -909(1.33)/ 1045(1.33) 0.41 4-12 -769((1.33))/ 1008((1.333 0.78 4-13 -1154 1.33 / 778 1.33 0.65 5-13 -1093(1.33)/ 6-14 -322 1.33 / 1281(1.33) 0.74 578((1.333 0.22. 7-14 -692 1.33 / 623 1.33 0.40 7-15 -390(1.33) 109 1.33)) 0.32 8 is 8-16 -1485(((1.25))/ 1299(1.60)) 0.25 9 16 0 07 132(1.33) 9-17 -122 <1.60)% 0.01 ®Web bracing required at each location shown. See standard details ((TX01087001-001 rev)). Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. 18-1-15 1 2 3 9' 6.00 7� 6.00 This design based on chord bracing applied .per the following schedule: max o.c. from to TC 24.00" 19-10-15 25- 6- 0 UPLIFT REACTIONS) ' Support 1 -1003 lb Support 2 -1685 lb Support 3 -106 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length - 90.00 ft Bldg Width - 48.00 ft Mean roof height - 14.21 ft, mph - , 80 ' CBC Standard Occupancy, Dead Load - 15.6 psf ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 56.00 - 1- 6- 0 56.00 0- 0- 0 0.57 TC Vert 56.00 0- 0- 0 56.00 43- 9- 0 0.57 BC Vert 20.00 0- 0- 0 20.00 43- 9- 0 0.00 ...Type... lbs X.Loc LL/TL Fastener TC Vert 75.0 20- 9- 0 0.00 TC Vert 75.0 24- 9- 0 0.00 1.5-4 3.5-4 1-211 U:'-_iR3 . 6:-1685 U:-106 43-9-0 ' 10 11 12 13 14 15 16 17' All connector plates are Truswal 20 ga. unless preceded by "N" for Nave 20 ga., "HS" for NS 20 ga., "S" for SS 18 ge. from Alpine; or preceded by "RK" for ThPIX 20 Be. or "N" for 16 Be. from Truswal, positioned per Joint Detail Reports. Circled plates end false frame plates are positioned as shown above. Shift gable stud plates to amid overlap with structural plates (or staple). 6�1I�11� V ` ` 007 413 - Const. Frammi ng Spe A Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY > This design is for an Individual building component not Wes system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_070264_L00008_100001 ® and done In accordance with the current versions of TPI and AFPA,design standards. No responsibility ie assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building design must ascertain that the loads Dsg n r : RM # LC = 51 tar: . 314# T R U S WA L utilized on this design meet or tea loading imposed by he local Wilding coda and the The design assumes met the rep chard TC Live 16.00 psf Li veDu r L=1.2 5 P=1.15 r Bear laterally gid sheathing ingapplication.aria un less oUerwisa I. lied. the rooferral of andthents mcbord Is braced by eriengtheathis TC Snow 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS Bracing ho support ytorduce noted. Bracing shown is for lateral support of compononle mambeia only to reduce tackling Impth. This canponant shall not be placed in any onlycorn oneldirhctly allnttbe placed environmentthatwllcausethemoisturecontentofthewoodtoeueedl9%end/or cause connector date corrasion. Fabricate, handle. install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace sus was in accordance with the following standards: 'Joint and Cutting Detail Reports• ovailable as output from Truawel safrware. BC Live 0.00 psf 1.00 / 1.00 / 1.00 #rW Building Components Group, InC. 'ANSIRPI 1', WTCA 1' - Wood Truss Council of Am once Standard Omign RmyonslGlities.'BUILDINO COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4145 Northpark Dr. Ste. 102, Colo. Sppa, CO 80907 (gCSI 1-03) end'BCSI SUMMARY SHEETS' by WTCA and TPI. The Trues Plate Institute (TPI) Is located at 583 D'Orwfrio Drive, Madison. TRUSPLUS 6.0 VER: T6.5.5 wiaeanaids37tg.TheAmm;cnForestand Pop. Association(AFPA)Islocated at„t„9t Street. NN. St. 800.Washington. DC20038. 131dg Code: CBC -01 DEFL RATIO: L/360 TC L/36 lJob Name: MURPHY 2007 Truss ID: C05 ON: 1 BRC X -LOC REACT SIZE REQ -0 TC 2x4 DFL #1 & Btr. 1 2- 7-12 635 3.50 1.50" BC 2x4 DFL #1 & Btr. 2 12- 7-12 1522 3.50" 1.50" WEB 2x4 DFL STANDARD 3 39-10- 4 1328 3.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT.#1607. BRC REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. on the truss material at each bearing Mark all interior bearingg locations. MAX DEFLECTION (span) : Install interior supports) before erection. L/999 MEM -18-19 (LIVE) LC 19 Drainage must be Provided to avoid ponding. L- -O.OS" D- -0.OS" T- .-0.09" Continuous lateral bracing attached to flat MAX DEFLECTION (cant) TC as indicated. Lumber must be structural L/999 MEM 19-20 (LIVE) LC 18 grade. Brace 0 24" o.c. unless noted. L- 0.03" D.-0.00" T= 0.03" +++++++++++++++.+++++++' CRITICAL MEMBER FORCES: OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! oL- 1 TC COMP.((1.2.s�)// TENS. 38((1l.25.25) )) CSI 0.10 . Overhang Soffit loading = 0.0 psf 2-31-2 -2111 -263(1.333% 441(1.253 + + + + + + + + + + + + + + + + + + + + + + 3-4 -30(1.60 / 203(1.25 0.20 4-5 -31 1.60 / 179 1.25 0.17 5-6 -586 1.25 / 190 1.60 0.13 6-7 -686 1.25 / 204 1.60 0.33 7-8 -815(1.25)/ 204(1.60) 0.17 8-9 -1002((1.333/ 179((1.603 0.17 9-10 -151 1.33 / 207 1.25 0.18 10-11 -147(1.60)/ 221(1.25) 0.20 BC COMP .(OUR.)/ TENS.(DUR.) CSI 12-13 -337 1.25)/ 379(1.60) 0.08 13-14 -309 1.25)/ 367(1.603 0.09 14-15 -24 1.60)/ 179(1.33 0.22 1S-16 -33(1.60)/ 322(1.25) 0.25 16-17 / 497((1.253 0.28 17-18 / 787 1.25 0.34 18-19 / 784(1.33) 0.33 19-20 0(1.33)/ 0.20 WS COMP. DUR.)/ TENS.(DUR.) CSI 2-13 -542 1.253/ 154(1.603 0.06 2-14 -151 1.60 / 379(1.25 0.15 3-14 -23(1.25)/ 109(1.25) 0.04 3-15 -346((1.333/ 85((1.603 0.23 4-15 -257 1.25 / 114 1.60 0.18 5-15 -1017(1.25)/ 32(1.60) 0.58 5-16 / 517(1.253 0.21 6-16 -350(1.25)))/ 37(1.60 0.24 6-17 _68(1.60)/ 350(1.25) 0.16 7-17 35(01.60))/ 147((1.25)) 0.06 8-17 -241 1.33 / 111 1.60 0.13 8-18 -39(1.25)/ 81 1.25) 0.05 9-18 / 233(1.25) 0.09 9-19 -1199(1.25)))/ 31(1.60) 1.00 10-19 -270(1.2s)/ 139(1.60) 0.05 11-19 -152((1.253/ 145((1.603 0.05 11-20 -122 1.60 / 20 0.90 0.01 ®Web bracing required at each location shown. 'See standard details (TX01087001-001 revl). Plating spec ' ANSI/TPI'- 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. 19-10-15 r 1 2 3 4 5 16 18-1-15 B 9 10 11 6.00 ;5-6-0 6.00 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 19-10-15 25- 6- 0 UPLIFT REACTIONS) Support 1 -120 lb Support 2 -122 lb Support 3 -78 lb This truss is designed using the CBC -01 Code.. Bldg Enclosed a Yes, Importance Factor a 1.00 Truss Location a Not End Zone Hurricane/Ocean Line No Exp Category - C Bldg Length a 90.00 ft Bldg Width 48.00 ft Mean roof height a 14.fl ft, mph a 80 CBC Standard Occupancy, Dead Load 15.6 psf U:-120 LIA 22 1 43-9-0 r 12 13 14 15 16 17 18 19 20 1 All connector plates are Truswal 20 ga. unless preceded by "H" for Have 20 ga., "HS" for HS 20 ga.; "S" for SS 16 Aa. from Alpine; or preceded by "NX" for TWX 20 ga. or "H" for 16 ga. from Truswal, positioneciper Joint Detail Reports. Circled plates and false frame re plates apositioned as shown above. shift gable stud plates to avoid overlap rvith structural plates (or staple). �/� ` 2 I�/I�®®� 413 - Const. Fr tpii ng Spe (CA® Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY J This design is for an individual building component not suss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_070264-L00008_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed tw dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: RM #LC = 45 WT: 359# T R U S WA L utilized on this design meet or exceed the loading lm -,d by the local building code and the particular application. The design assumes that the top chard TC Live 16.00 psf L i veDu r L=1.25 P=1.15 I. laterally braced by the roof w flow sheathing and the bottom chord is laterally braced by a rigid sheaming material directly attached, 'unless otherwise TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components membera only to reduce buckling length. This component shall not be placed in any environment thalwlflc Usethemdawrecontent .1the woodtoexcleed19%and/or cause connector platedorroMon. Fabricate. handle. Install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brae, tlae bu4s In eeawdonoa wth the fdvW.0 Mandards:')ohn and Cutting Detail Rapwta' available as output from Truawal wftmm. BC Li ve 0.00 psf 1.15 / 1.00 / 1.00 AMW Bullding Components Group, Inc. 'ANSUTPI 1', WTCA 1' • Wood Truss Council of America Standard Design Rmponsibilitles, 'BUILDI No COMPONENT SAFE Y INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4446 Northpark Dr. Sts. 102, Cdo.Spps., CO 60907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Twas Plate Institute (TPI) is located at 583 O'Onofrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconaln53719. The American Forest and Paper Association (AFPA)islocated at1111log, Saeel. NW. Ste 800.Washington. DC2003e. Bldg Code: CBC -01 DEFL RATIO: L/360 TC L/36 Job Name: MURPHY 2007 Truss ID: C06 ON: 1 BRIG X -LOC REACT SIZE REQ'D 1 2- 7-12 635 3.50" 1.50" 2 12- 7-12 1522 3.50" 1.50" 3 39-10- 4 1328 3.50" 1.50" BRC REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 18-19 (LIVE) LC 19 L= -0.05" D= -0.05" T- -0.09" MAX DEFLECTION (cant) : L/999 MEM 19-20 (LIVE) LC 18 L- 0.03"' D- 0.00" T- 0.03" TC OL- 1 COMP. DUR. / TENS.(DUR.) CSI 0 1.25 / 38(1.25) 0.10 1-2 -314 1.60)/ 411(1.25) 0.19 2-3 -263 1.333/ 41(1.25) 0.19 3-4 -30 1.60 / 203(1.25) 0.20 4-5 5-6 -31 1.60 / .-586 1.25 / '179 1.25 0.17 .190 1.60 0.13 6-7 -686 1.25 / 204 1.60 0.33 7-6 -815(1.25)/ 204(1.60) 0.17 8-9 9-10 -100X(1.333/ -151 1.33 / 179 1.60 0.17 207 1.25 0.18 10-11 -147(1.60)/ 221(1.25) 0.20 Bc COMP .(DUR.)/ TENS.(DUR.) CSI 12-13 -337(1.25)/ 379(1.60) 0.08 13-14 -309((1.253/ 367((1.603 0.09 14-15 -24 1.60 / 179 1.33 0.22 15-16 -33(1.60)/ 322(1.25) 0.25 16-17 / 497((1.253 0.28 17-18 / 787 1.25 0.34 18-19 784(1.33) 0.33 19-20 0(1.33 / 0.20 WB COMP. WR. / TENS. DUR.) CSI 2-13 -S42 1.25 / 154 1.603 0.06 2-14 -151 1.60 / 379 1.25 0.15 3-14 -23 1.25 / 109(1.25) 0.04 3-15 -346 1.33 / 85(1.603 0.23 4-15 -257 1.25 / 114(1.60 0.18 S -IS -1017(1.25)/ 32(1.60) 0.58 S-16 517((1.253 0.21 6-16 -350<1.25)/ 37 1.60 0.24 6-17 68(1.60)/ 350(1.25) 0.16 7-17 35((1.60))/ 17((1.253 0.06 8-17 . -241 1.33 / 111 1.60 0.13 8-18 -39(1.25) 81 1.25 0.05 9-18 233 1.25 0.09 9-19 -1199(1.25 / 31 1.60 1.00 10-19 -270(1.25)/ 139(1.60) 0.05 11-19 -152(01.253/ 145((1.603 0.05 11-20 -122 1.60 / 20 0.90 0.01 TC 2x4 'DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT:#1607. Loaded for 10 PSF non -concurrent BCLL: Mark all interior bearing locations. Install interior support(s) before erection. Drainage must be provided to avoid ponding. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace G 24" o.c. unless noted. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Overhang Soffit loading - 0.0 psf + + + + + + + + + + + + + + + + + + + + + + Web bracing required at each location shown ®See standard details (TX01087001-001 revl) Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. I 19 -AO -15 n 1 2 .3 4 5 l6 18-1-15 17 6 9 10 11 6.00 5-6-0 6.00 U:-120 U:-122 U:-78 43-9-0 n 12 13 14 15 16 17 18 19 20 1 I Thisdesign based on chord bracing applied per the following schedule: max O.C. from to TC 24.00" 19-10-15 25- 6- 0 UPLIFT REACTIONS) Support 1 -120 lb Support 2 -122 lb Support 3 -78 lb This truss is designed using the .CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No Exp Category - C Bldg Length - 90.00 ft Bldg Width 48.00 ft Mean roof height = 14.fl ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf SHIP All connector plates aro Trusml 10 ga. unless preceded by "M•• for Nave 10 ga., "NS" for HS 10 ga., •'S•• for SS 18 ga. from Alpine; or preceded by "MX" for Tf04X 10 ga. or "N" for 16 ga. from Tmsml, positioned per Joint Detail Reports. Circled plates and false framees are Positioned as sham above. Shift gable stud plates to amid overlap with structural plates Cor staple). r 6/12/2007 �r✓- 413 - Const. Fr�m�ipg Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY > This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WD' Drl ve-N-070264-LDDD08_J00001 ® and done in accordance with the current versions of TPI 9nd AFPAldasign standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: RM #LC are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads = 45 WT: 359# T R U S WA L utilized on this design meet or -oad the loading imposed by the Ibcal building code and the particular application. The design assumes that the top Gard TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally baced by the roof or flow sheathing and the bottom chord fs laterally braced by a rigid aheathirrg malarial di-dy attached, unless otherwise TC Snow 0.00 psf S n owDu r L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral supportof components members only to reduce buckling length. This component shall not be placed In any. eAWnonmantthat wlncause the moisture content ofthe wood to oveed10%androrcause connenarplate corrosion . Fabricate. Kandla. install TC Dead 12.00 psi Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following a tandarda:'Joiit and Cutting Detail Reports' available as output from Truswal software. BC Live 0.00 psf 1.15 / 1.00 / 1:00 /lid Building Components Group, Inc. 'ANSI/TPI 1', WTCA l'- Wood Truss Council of America StarWird Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0' 4446 Northparit Dr. Ste. 102, Colo. Spga., CO 80007 (SCSI 1-03) end'BCSI SUMMARY SHEETS' by WTCA and TPI. Tho Tmso Plate Institute (TPI) is located at 583 D'Onnfrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53710. The American Forest and Paper Association (AFPA)islocated at11111gthStreet. NW. Ste 800.Washington, DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: C07 Qty: 2 3-13 -128(1.25)/ 3-14 -280(1.33)/ BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr.. ..[PMI -PLATE MONITOR USED -See Joint Report- This design based on chord bracing applied 8 1'5-4 1 2- 7-12 700 3.50" 1.50" BC 2x6 DFL SS Plating spec ' ANSI/TPI - 1995 per the following schedule: Dsgnr: RM 2 12- 7-12 5775 3.50" 2.71" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF max o.c. from to REQUIRED 3 39-10- 4 8068 3.50" 3.50" 2x4 DFL #1 & Btr. 4-15, 5-16 MULTIPLE LOAD CASES. - TC 24.00" 19-10-15 25- 6- 0 TC Live BRG REINFORCEMENT' BRG TYPE FACES NAILS LENGTH 19-10 IF HANGERS ARE INDICATED ON THIS DRAWING, UPLIFT REACTION(S) 3 TBE4 See Simpson Catalog Lumber shear allowables are per NDS. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 1 -60 lb TC Snow BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 2 -442 lb TC Dead on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 3 -622 lb BC Live MAX DEFLECTION (span)+ Mark all interior bearing locations. HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the BC Dead L/999 MEM 17-18 (LIVE) LC 1 + + + + + + + + + + + + + + + + + + + + + Install interior support(s) before erection. CBC -01 Code. L- -0.01" D- -0.20" T- -0.21" Nail pattern shown is for PLF loads and Drainage must be provided to avoid ponding. Bldg Enclosed - Yes, Importance Factor - 1.00 Bldg Code: MAX DEFLECTION (cant) point loads converted to PLF loads only. Permanent bracing is required (by others) to Truss Location - Not End Zone L/999 MEM 11-12 (LIVE) LC 12 Concentrated loads MUST be distributed to prevent rotation/toppling. See BCSI 1-03 Hurricane/Ocean Line No Exp Category - C L- 0.01" D- 0.00" T- 0.01" each ply equally. Multi -ply with hangers are based on hanger nails using 3.0" and ANSI /TPI.1. Continuous lateral bracing flat .Bldg Length - 90.00 ft Bldg Width - 48.00 ft CRITICAL MEMBER FORCES: Tc COMP.<DUR. / TENS.(DUR.) C53 nails min. into the carrying.member. attached to TC as indicated. Lumber must be structural Mean roof height 14.1 ft, mph - 80 9 - P CBC Standard Occupancy, Dead Load - 15.6 psf OL- 1 0(1.60/ 38(1.25) 0.06 1-2 -333 1.60)/ 392(1.25 0.11 If shown, use additional fasteners for point loads from the back plyst distributed grade. Brace 0 24" o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL 2-3 -378 1.25)/ 1551.603 0.11 3-4 -197 0.90)/ 67 1.25 0.21 symm. around the hanger in the chords. g End verticals are desi ned for axial loads 9 TC Vert 56.00 - 1- 6- 0 56.00 0- 0- 0 0.57 4-5 -3810<(0.90)/ 0.35 Use any other approved detail (by others). only unless nootherwise. TC Vert 56.00 0- 0- 0 56.00 40- 0- 0 0.57 5-6 -5522(0.90)/ 0.40 IF 2.5' GUN NAILS ARE USED, ANY NAIL CLUSTER Extensions above or below the truss profile BC Vert 20.00 0- 0- 0 20.00 23-11- 0 0.00 6-7-s522((0.90i/ 0.22 AMOUNTS SHOWN MUST BE INSTALLED FROM THE (if any) have been designed for loads BC Vert 503.00 23-11- 0 503.00 40- 0- 0 0.00 7-8 -6281(0.90)/ 0.28 e-9 -6615 0.903/ 0.42 FRONT AND BACK FACE EQUALLY (TOTAL NAILS indicated only. Horizontal loads applied at .Type... lbs X.Loc LL/TL Fastener 9-10 -6615 0.90 / 0.33 DOUBLE THE AMOUNT SHOWN). the end of the extensions have not been BC Vert 3610.0 23-11- 0 0.00 lOd - 10d NAILS, SDS - Simpson SDS screws considered unless shown. A drop -leg to an ec COMP. OUR. / TENS. (DUR. CSI 11-12 -325 1.25 / 408(1.60 0.03 or equivalent substitute. otherwise unsupported wall may create a 12-13 -292(1.25)/ 401 1.60 0.03 (*) - Special Connection Req. (by others) + + + + + + + + + + + + + + + + + + + + + + hinge effect that requires additional design 9.. q 9 consideration (by others). ' 13-14 298 1.2s 00.10 14-15 / 215 0.90 0.09 15-16 / 3365(0.90) 0.21 + + + + + + + + + + + + + + + + + + +,+ + + See Simpson for 2 -PLY! Nail w/lOd COMMON, staggered(PPer NDS) 16-17 / 5631 C(0.903 0.46 va6 / 6424 0.90 0.71 catalog Truss Bearing: Enhancer installation notes. TBE shown is in: TC- 2 BC- 2 WEBS- 2 PER FOOT!cc Cluster screws, if, shown, are 3" long. 9• 18-19 5939(0.90) 0.74 based ONLY on truss chord material. , 19-20 -119(1.60)/ 130(1.60) 0.43' + + + + + + + + + + + WB COMP.(DUR.>/ TENS.(DUR. CSI Left Overhang(s) are notl to2be removal. 4 2-12 -664(1.25)/ 107(1.60 o.03 OVERHANG(S) MAY BE SHORTENED UP TO 3, MAX.! 14-4-15 6 n7 8 9 10 t 2-13 -123 1.60 / 535 1.25 0.09 Left Overhang Soffit loading - 0.0 psf `x'6_0 3-13 -128(1.25)/ 3-14 -280(1.33)/ 69 1.60) 0.01 114(1.60) 0.03 i 6..00 5-8 4-14 -4934(0.90/)/ 4 _I5-15 0.56 4500(0.90) 8 1'5-4 -2975(0.90)/ 0:40 69 2-PLYS Dsgnr: RM 5-16 / 6-16 -76(1.25)/ 4971(0.90) 0.44 150(1.60) 0.02 are to be verified by the component manufacturer and/or building designerprim tofabrication. The building designer must ascertain that theloods REQUIRED #LC = 29 WT: 400# 7-16 -503(0.90)/ 0.12 7-17 / 3151(0.90) 0.89 8-17 -1664(0.90)/ 0.31 8-18 / 1817(0.90) 0.51 -9-18 803(0.90) 0.23 9-19 -1019(0.90 / 0.10 10-19 / 6914(0.90) 0.61 10-20 -6614(0.90)/ 0.52 4W:308W:308 10- 11 3.5-44-4 0-4-3 3-47-8 10-10 6-6 75 I U:-60 U:-442 3610# + 4-4 3.5-4 8-10 11r T SHIP 3-1-3 1 7-8 8-8 3.5 4 B3 W:308 R:8068 LIA22 40-0-0 I 11 12 13 14 15 16 17 18 19 20 t All connector plates are Troswal 20 ga. unless preceded by "H" for Nave 20 ga., "All for HS 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "NX" for TWU 20 ga. or "H" for 16 ga. from Trvslral, positioned per Joint Detail Reports. Circled plates and false frameshown above. plates are positioned as shoabove. Shift gable stud plates to avoid overlap with structural plates (or staple). 1 6/12/2007 413 - Const. Fr mmii ng spa (CA® Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY ) This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer. WO • Drl Ve_N_070264-L00008_J00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: RM are to be verified by the component manufacturer and/or building designerprim tofabrication. The building designer must ascertain that theloods #LC = 29 WT: 400# ,111 -don this design meet or -,ad the loading Imposed by the local building code and the particular application. The design assume, that the top chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS enwrenmenith-villoauoath-mosture--I of thewaodtoemeed-end/orceusewn so- Platecorroaion. F cste.handle.Install TC Dead 12.00 psf Rep Mbr Brill / Comp / Tens. and brece this truss in accordance with the followi,g etardard3:'Jcint and Cutting Detail RePens'nvailahle as output from Truswal a ifivive. BC Live 0.00 psf 1.00 / 1.00 / 1.00 SM Building Components Group, Inc. 'ANSI?PI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Sto. 102, cafe. Spg&, co 80007(SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53710. TheAmerican Forest and Paper Association (AFPA) is located at 1111 l9th Street. Nw. Ste Boo, Washington, DC 26036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: D01 Qtv: .1 BRC X -LOC REACT SIZEREQ'D 1 0- 1-12 1903 3.50" 2.03" 226- 6- 4 1903 3.50" 2.03" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 9-10 (LIVE) LCI L=.-0.18" D- -0.26" T- -0.44" TC COMP.(DUR.)/ TENS.(OUR.) CSI 1-2 -3383 1.25 / 230 1.60 0.32 2-3 -4542 1.25 / 320 1.60 0.91 3-4 -4592(1.25)/ 325(1.60l 60) 0.74 S-6 -3383(1.25)32S% 230(1.60) 0.87 33 BC COMP. DUR. / TENS. DUR. CSI 7-8 -132 1.60 / 2964 1.25 0. 55 8-9 -129 1.60 / 2974 1.25 0.50 9-10 -228 1.60 / 4608 1.25) 0.71 10-11 -128 1.60 / 2974 1.253 0.51 11-12 -132 1.60 / 2963 1.25 0.55 WB COMP. (DUR.) 7ENS.(DUR.) CSI 2-8 200(0.907 0.11 2-9 -96(1.60)/ 1741(1.25) 0.71 3-9 -566((1.253/ 105((1.603 0.09 3-10 -78(1.60)/ 74(1.603 0.04 4 -105-11 -102(1.60)/ 1204(0.90) 0.12 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD Lumber shear allowables are per NDS. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent roPItl n/toppling. See.BCSI 1-03 and PLATING BASED ON GREEN LUMBER VALUES. 5-10-15 1 rr[PM].PLATE MONITOR USED -See Joint Reporter Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER,NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.S" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. t 5-10-15 5 6r 6.00 I . 14-8-0 1 -6.00 148# 41 148# B1 W:308 R:1903 U:-223 This design based on chord bracing applied All connector plates are'Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 Aa. from Alpine; or preceded by "MX" for TWX 20 ga. or "H" for 16 Re. from Troswal, positioned per Joint Detail Reports. Circled plates and false frame plates aro positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). - per the following schedule: C/,� L I�/L/�oo� v max o.c. from to Read all notes on this sheet and give a copy of it to the Erecting Contractor. TC 24.00" 5-10-15 20- 8- 0 UPLIFT REACTION(S) ' This design 13 for an individual building comporient not truss 3YStem. It has been based on 3pecifications provided by the component manufacturer Support 1 -223 lb Support 2 -223 lb ® This truss is designed using the Dsgnr: CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the foods Truss Location - Not End Zone Hurricane/Ocean Line No Exp Category - C T R U S WA L ft, BldMean 808.00 ft TC Live roofthei htOppOO10y. 16ft9 mph 80 CBCStanda------LOADcCASEn#1,DESIGNDead Load Li veDu r L=1.25 P=1.15 LOADS -15_6-psf------- Is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing malarial directly attached, unfessotharvAse Dir L.Plf L.Loc R.Plf R.Loc LL/TL .TC Vert 76.00 - 1- 6- 0 76.00 0- 0- 0 0.42 TC Vert S6.00 0- 0- 0 56.00 6- 0- 0 0.57 TC Vert 107.92 6- 0- 0 107.92 20- 8- 0 0.57 TC Vert 56.00 20- 8- 0 56.00 26- 8- 0 0.57 TC Vert 76.00 26- 8- 0 76.00 28- 2- 0 0.42 BC Vert 38.54 0- 0- 0 38.54 26- 8- 0 0.00 .Type... lbs X.Loc LL/TL Fastener TC Vert 0.0 0- 1-12 . 1.00 10.00 psf TC Vert 84.7 6- 0- 0 1.00 4445 Horthparlr Dr. Ste. 102, Colo. Spg&, c0 80907 TC Vert 63.5 6- 0- 0 0.00 TC Vert 84.7. 20- 8- 0 1.00 TC Vert 63.5 20- 8- 0 0.00 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 111118th Street NW. Ste 800. Washington. OC 20036. TC Vert 0.0 26- 6- 4 1.00 CBC -01 T = SHIP 0-4-3 B2 VV:308 R:1903 U'-223 11 �-0I 11 sol 2s-8-0 t 7 8 9 10 11 12 r vt1• All connector plates are'Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 Aa. from Alpine; or preceded by "MX" for TWX 20 ga. or "H" for 16 Re. from Troswal, positioned per Joint Detail Reports. Circled plates and false frame plates aro positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). - C/,� L I�/L/�oo� v 413 - Const. Frammi pg Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY ) This design 13 for an individual building comporient not truss 3YStem. It has been based on 3pecifications provided by the component manufacturer WO:Drive_N_070264_L00008_100001 ® and clone in accordance with the cunenl versions of TPI and AFPA design alarulards; No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the foods RM #LC = 16 Wr: 159# T R U S WA L ulfimd on this design meat or awed me loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 Is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing malarial directly attached, unfessotharvAse TC Snow 0.00 psf SnowDur L=1.15 P=1.15 E;ZS= SYSTEMS noted.&ecingahownieforlataralaupponofwmponentemambaraonlyloreclucebuc.i�glangth. Thiswmponenlahallnotbeplacedineny re environment that will cause the moistucontent of the wood to eueed 19% andfor cause corm«tor plate corrosion. Fabricate, hands. install TC Dead 12.00 psf p Re p Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards:.Isint and Culling Detail Reports' available as output hem Truswal software. BC Live 0.00 psf 1.00 / 1.00 / 1.00 NFW Building Components Group, Inc. 'ANSI7rPl 1'. WTCA V- Wood Truss Council of America Standard Design Hesponsibllldes.'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf C . C. Spaci ng 2- 0- 0 4445 Horthparlr Dr. Ste. 102, Colo. Spg&, c0 80907 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Rate Institute (TPI) is located at 583 D'Onofdo Drive, Madison, TRUS PLUS 6.0 VER: T6.5.5 1 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 111118th Street NW. Ste 800. Washington. OC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: D02 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating spec • ANSI/TPI -1995 This design based on chord bracing applied 1 2- 7-12 1215 3.50" 1.50" BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 26- 6- 4 1030 3.50" 1.50" WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. max o.c. from to BRC REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 7-10-15 18- 8- 0 on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.S" HANGER NAILS FOR UPLIFT REACTIONS) : MAX DEFLECTION (span) : Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -163 lb L/999 MEM 11-12 (LIVE) LC 22 Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 - -130 lb L- -0.04" D- -0.07" T- -0.11" TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the MAX DEFLECTION (cant) : grade. Brace 0 24" o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. CBC -01 Code. L/999 MEM 8-9 (LIVE) LC 12 Left Overhang(s) are not to be removed. 2-6-0 : 121 R R:1215 R:1030 Bldg Enclosed - Yes, Importance Factor - 1.00 L- 0.02" D- 0.00" T- 0.02" OVERHANG(S) MAY BE SHORTENED UP TO T.' MAX.! Truss Location m Not End Zone CRITICAL MEMBER FORCES: Tc COMP.ffR.)/ TENS.CDUR.) CSI OL- 0(1.60)/ Left Overhang Soffit loading 9 g 0.0 psf Hurricane/Ocean Line No Exp Category - C 1 38(1.25) 0.10 1-2 -393(1.60/ 405�1.25� 0.21 1 8 9 10 11 12 13 14 Bldg Length m 90.00 ft, Bldg Width 48.00 ft Mean height 11.21 ft, 2-3 ' -1047(C1.0 / 130 1.60 0.17 3-4 -1455(1.25)/ 221(1.601 0.30 roof - mph 80 CBC Standard occupancy, p y, Dead Load 15.6 psf 60) 5-6 -1449(1.253% 195(1.603 0.10 17 6-7 -1677(1.25 / 202(1.60 0.11 COMP. DUR. / TENS.(OUR.) CSI A?I connector plates are Trvswal 20 Be. unless preceded by "W" for Wave -20 ga., "NS" for NS 10 ga., "S" for SS 18 Be. from Alpine; BBC 8-9 -330 1.25 / 447(1.60) 0.08 or preceded by "NX" for TAMX 20 Be. or "N" for 16 Be. from Truswai, positioned per Joint Detail Reports. Circled plates and false f�//�oo� 9-10 277(1.25)/ 456(1.60) 0.13 frameavo plates are positioned as shown above. Shift gable stud plates to id overlap w with structural plates (or staple). V ` 6 �1 2 10-11 -6(1.60)/ 889(1.25) 0.28 11-12 -61(1.60)/ 123901.25) 0.32 A Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY ) 12-13 -153(1.60)/ 1472(1.25) 0.29 WO • Dri ve-N-O70264_L000OB-300001 ® ' 13-14 -150(1.60)/ 1472(1.25) 0.29 #LC = 23 WT: 1]1# T R U S WA L utilised on this design meal or --d the loading imposed by the kcal building code and the particular application. The design assumes that the top chord OP. TE2N0S8(1.60 (D1U.R2 16.00 psf L i veDu r L=1.25 P=1.15 2y-9 0C.1SI3 2-10 -93(1.60 1083(1.25 0.44 TC Snow 0.00 psf ' 3-10 -219(1.25)/ 95(1.60) 0.06 noted. Bracing shown is for lateral support of components membero only to reduce buckling length. This component shall not be placed in any enNronment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC. Dead 12.00 psf P 3-11 -85((1.60))/ 685((1.253 0.28 4-11 -351 1.25 / 132 1.60 0.09 JM and brace thiswssinaccordancewththefollowingstandards:•JointandCuttingDetailReports•avallableasoutputfromTmswalwitware, BC Live 5-11 -21(1.60)/ 253 1.25 0.10 1.15 / 1.00 / 1.00 Building Components Croup, Inc '(SCSI 'ANSIrrPI V. WT(:A 1' - Wood buss Council of Am mica Standard Design Responsibilities, 'BUI LOING COMPONENT SAFETY INFORMATION'- 5-12 / 246 1.25 0.10 6-12 -236(1.25)I 99 1.60 0.11 10.00 psf 0. C. Spaci ng 2- 0- 0 4045 No"Apark Dr. Ste. 102, Colo. Spga, CO 80907 1 6-13 33(0.90) 0.02 , 7-10-15 7-10-15 1 2 4 5 6 7 6.00 10-8-0 -6.00 T 6- L54 6- 4-3-10 3-4 3-4 541-6 3-4 44 SHIP 11 _ _ 0-4-3 2-4 3.5-4 5-6 ' 3-4 1.5-4 0-4-3 ESS/ B1 B2 W:308 2-6-0 : 121 R R:1215 R:1030 �y U:-163 LIA 30 t 26-8-0 r O. 2. 1 8 9 10 11 12 13 14 J n , 2 07 ' A?I connector plates are Trvswal 20 Be. unless preceded by "W" for Wave -20 ga., "NS" for NS 10 ga., "S" for SS 18 Be. from Alpine; or preceded by "NX" for TAMX 20 Be. or "N" for 16 Be. from Truswai, positioned per Joint Detail Reports. Circled plates and false f�//�oo� frameavo plates are positioned as shown above. Shift gable stud plates to id overlap w with structural plates (or staple). V ` 6 �1 2 413 -.Const. Frammi pg Spe A Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY ) This design is for an individual building component not truss system. It has been based on specifications provided by the component manufamner WO • Dri ve-N-O70264_L000OB-300001 ® and done in accordance with the current versions of TPI and AFPA design standards. Noresponsibilityisaseumedfwdimensionalewurecy. Dimensions are to be verified by the component manufacturer and/or building dmignw prior to fabrication. The building designer must axanain that the loads Ds nr• RM 9 #LC = 23 WT: 1]1# T R U S WA L utilised on this design meal or --d the loading imposed by the kcal building code and the particular application. The design assumes that the top chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 is laterally braced by the roof or w flosheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, urdess otherwise TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components membero only to reduce buckling length. This component shall not be placed in any enNronment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC. Dead 12.00 psf P Re Mur Bnd p /. Comp / Tens JM and brace thiswssinaccordancewththefollowingstandards:•JointandCuttingDetailReports•avallableasoutputfromTmswalwitware, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Building Components Croup, Inc '(SCSI 'ANSIrrPI V. WT(:A 1' - Wood buss Council of Am mica Standard Design Responsibilities, 'BUI LOING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4045 No"Apark Dr. Ste. 102, Colo. Spga, CO 80907 1 1.03) and'BCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Rete Ins6lute (TPI) is located at 583 Donofrio Drive, Madison, TRU SPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Paper Association (AFPA)13located at11111BOIStreet, NW. Ste 800.Washington. DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC L/36 Job Name: MURPHY 2007 Truss ID: D03 ON: 1 BRG X -LOC REACT SIZE REQ'D 1 2- 7-12 1215 3.50" 1.50" 2 26- 6- 4 1030 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) L/999 MEM 9-10 (LIVE) LC 19 L- -0.06" D= -0.07" T. -0.13" MAX DEFLECTION (cant) : L/999 MEM 7-8 (LIVE) LC 12 L- 0.03" D= 0.00" T- 0.02" CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS.(DUR.) CSI OL- 1 0 1.60 / 38(1.25) 0.10 1-2 -4%1.60)/ 361(1.25) 0.31 2-3 -1139((1.253/ 159((1.603 0.28 3-4 -1128(1.25))/ 208(1.60) 0.45 0.30 S-21 6 -1745(1.2 S)% 209(1.60) 0.19 SC CO MP. (DUR.)/ TENS.(L. CSI 7-8 -288(1.25)/ 476(1.60) 0.15 8-9 -231(1.25)/ 482(1.60) 0.25 9-10 / 944 1.25 0.38 10-11 -173(1.60)/ 1543 1.25 0.43 11-12 -167((1.60)))/ 1546((1.25)) 0.32 2W8 COMPUR 25)/ TE237(1U603 0012 2-9 _69(1.60)/ 1063(1.25) 0.43 3-9 77((1.25))/ 121((1.253 0.05 3-10 -139 1.60 / 237 1.25 0.19 4-10 / 266 1.25 0.11 5-10 -430(1.25)/ 149 1.60 0.37 5-11 / 71 0.90 0.04 TC 2x4 DFL #1 & Btr. Plating spec • ANSI/TPI = 1995 BC 2x4 DFL apt & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Continuous lateral bracing at to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS) grade. Brace 0 24" o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. Left Overhang(s) are not to be.removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Left Overhang Soffit loading - 0.0 psf 5-3-10 l= 0-4-3 9-10-15 , 9-10-15 1 2 '4 5 6� 6.00 6 8-0 -6.00 U:-163 1 1 26-8-0 7 8 9 10 11 12 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 9-10-15 16-.8- 0 UPLIFT REACTION(S) : Support 1 -163 lb Support 2 -130 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length - 90.00 ft. Bdg Width 48.00 ft Mean roof height - 11.71 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf 6 SHIP 0-4-3 :308 1030 U:-130 All connector plates are Truswal 20 ga. unless preceded by "N" for Nave 20 ga., "ILS" for HS 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "HX" for TWX 20 Be. or "H" for 16 Be. from Trusaal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with ra ith stroctul plates (or staple). l C,A �/`n007 t 6/12/2007 413 - Const. Framing Spe (CA) Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY Thia design is for en individual building component rot tfuse system. It has been based on specifications provided by the component manufacturer W0: Dri ve-N_070264-L00008-]00001 nc and done In accordance with the current verstons of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ' Dsg are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads n r : RM #LC = 23 WT : 168# T R U S WA L ullimd on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow ' 0.00 psf S nOW DU r L=1.15 P=1.15 ® SYSTEMS ow noted. Bracing shown is for support of components members only to reduce buckling length. This component shell not be placed in any environm-1-1wifleausemomoiawneeomens.1thewood1.--�eed19%andiwtauseconnectorplatecorrosion. Fabricate. handle.initag TC Dead 12.00 psf Rep Mbr Bind / Comp / Tens &MBuilding Components Group, In C. and brace this truss in accordance Wth the following standards:' Joint end Culling Detail Reports' availableasoutput from Truswal wit"re. 'ANSIirPI BC Live 0.00 psf 1.15 / 1.00 / 1.00 1', WTCA 1' • Wood T.. Council of America Standard Design Roopondbilitios,'BUILDING COMPONENT SAFETY INFORMATION' • - BC Dead 10.00 psf 0. C. Spaci ng -2- 0- 0 4446 Northponk Dr. Ste. 102, Colo. Spgs, CO 80007 (BCS I 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Thus Plate Institute (TPI) is located at S83 D•Onofr,o Drive. Madison,. TRUSPLUS 6.0 VER: T6.5.5 -isswsns3Tts. The American Nw,slaeoo,wasnmgw.oc2oo3e. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: D04 Qty: 1 BRG X -LOC REACT SIZE REQ D., TC 2x4 DFL #1 & Btr. Plating spec ' ANSI/TPI - 1995 This design based on chord bracing applied 1 2- 7-12 1215 3.50" 1.50" BC 2 x 4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 26- 6- 4 1030 3.50" 1.50" WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. max o.c. from to BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 11-10-15 14- 8- 0 on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL; THEY ARE BASED ON 1.S" HANGER NAILS FOR UPLIFT REACTION(S) : MAX DEFLECTION (span) : Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -164 lb L/999 MEM 12-13 (LIVE) LC 19 Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -130 lb L- -0.10" D= -0.15" T. -0.25" TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the MAX DEFLECTION (cant) : grade. Brace 0 24" o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. CBC -01 Code. L/999 MEM 9-10 (LIVE) LC 12 Left Overhang(s) are not to be removed. Bldg Enclosed - Yes, Importance Factor = 1.00 L- 0.02" D- 0.00" T- 0.02" OVERHANG(S) MAY BE SHORTENED UP TO 3'! MAX.! 3-4 ' Truss Location - Not End Zone CRITICAL MEMBER FORCES: Tc COMP.(OUR.)/ TENS.(DUR.) CSI 0L- Left Overhang Soffit loading 9 g O.O,psf 3-6 Hurricane/Ocean Line No Exp Category m C 1 0`1.60>/ 38(1.25) 0.10 1-2 -443 1.60 / 323 1.25 o.il Wiaconan53719. ThaAme conFomtedPapmAsaociation(AFPA)islocotadatt71119NSoeaLNW,StaBoo,WesNgon,DC20038. Bldg Code: Bldg Length - 90.00 ft, Bldg Width 48.00 ft Mean heigght 12.21 ft, z-3 -4 so 1.fia / 313 1.253 0.19 5-6 3-8 roof mph 80 3-4 -1025 1.25 / 187 1.60) 0.14 B1 CBC Standard Occupancy, p y, Dead Load 15.6 psf 4-5 -943 1.25 / 200(1.60) 0.11 B2 2-6-0 W:308 5-6 -1105 1.25 / 200(1.60) 0.18 W:308 6-7 -1751 1.25 / 245(1.60) 0.20 7-8 -1754(1.25)/ 160(1.60) 0.14 R:1030 BC COMP.(DUR .)/ TENS.(DUR.) CSI U:-164, 9-10 -260(1.25)/ 489((1.60)) 0.30 iLM ' 26-8-0 11-12 -31(1.60)/ 868(1.25) 0.37 9 10 12-13 -86(1.60)// 1206(1.25) 0.39 13 14 13-14 -116(1.60)/ 1533(1.25) 0.38 WB COMP. DUR.)/ TENS.(DUR.) CSI 2-10 -233(1.25)/ 128(1.603 0.04 3-10' -1305(1.25)/ 219(1.60 0.78 3-11 -101(1.60)/ 811(1.25) 0.06 4-11 171(1.253 0.07 4-12 -112(1.60)/ 149( 1.25 0.09 5-12 -11 1.60 / 296 1.25 0.12 6-12 -362(1.25)/ 148(1.603 0.20 6-13 -25(1.60)/ 407(1.25 0.17 ' /�/�oo� 6 V/1` 413 - Const. Frammi pg 'Spa 7-13 142(1.25)/ 121(1.60) 0.04 11-10-15 11-10-15 This design is for an individual building component not truss syatern. It has been based on specifications provided by the component manufacturer t 1 2 3 14 6 7 8 6.00i 2� -6.00 T T R U S WA L utilimd on the design meet or mxead the loading imposed by the 1=1 building code and the particular application. The design assumes that the by chord TC Live 16.00 psi LiveDur L=1.25 P=1.15 3-8 I. laterally braced by the roof or Row sheathing and the bottom chord ie laterally braced by a rigid sheathing material directly attached, unless othauwise 3.5-4 0.00 psf 6-3-10 ® SYSTEMS noted. Bracing shown le for lateral support of components man" only to reduce buckling length. This component shell not be placed in any mvironmenlthat will cause the moisture contenlofthe wood toeKeed19%and/or cause connector plate comosion. Fabricate. handle, install TC Dead 12.00 psf p Re Mbr Bnd / Com p p / Tens AVW Building Components Group, Inc. and bracethia truss in accordance with thefollowing standada:'Joint and Cutting Detail ReporWavailebte as output from Truswal software. 'ANSI/TPI 'I BC Live 7- -6 1.5 4 1', WTCA 1' • Wood cuss council of Amedca Standard Design Respmmibilitiw, 43UILDING COMPONENT CArCTY INFORMATION'. BC Dead 1.5-4 SHIP 3-4 ' 404b Northpark Or. Sto. f02, Colo. Spga., CO 80907 (8`111 1.03) and'BCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plate Institute (TPI) is located et 683 Donofrio Drive. Madison. 3-6 11 TRUSPLUS 6.0 VER. T6.5.5 Wiaconan53719. ThaAme conFomtedPapmAsaociation(AFPA)islocotadatt71119NSoeaLNW,StaBoo,WesNgon,DC20038. Bldg Code: CBC -01 04-3 3.5-4 5-6 3-8 3-4 0-4-3 B1 B2 2-6-0 W:308 W:308 R:1215 R:1030 U:-164, U:-130 iLM 26-8-0 9 10 11 12 13 14 All connector plates are Trvswal 20 Be. unless preceded by "W" for Wave 20 ga., ."HS" for Hf 20 Be., "S" for SS 18 Be. from Alpine; or preceded by "NX" for TWX 20 ge. or "N" for 16 Be. from Trvswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. above. Shift gable stud plates to avoid overlap with structural plates (or staple). /�/�oo� 6 V/1` 413 - Const. Frammi pg 'Spa Read afl notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY ) This design is for an individual building component not truss syatern. It has been based on specifications provided by the component manufacturer WO: Dri Ve_N_070264-L00008-)00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the leads Dsgnr: RM #LC = -23 WT: 185# T R U S WA L utilimd on the design meet or mxead the loading imposed by the 1=1 building code and the particular application. The design assumes that the by chord TC Live 16.00 psi LiveDur L=1.25 P=1.15 I. laterally braced by the roof or Row sheathing and the bottom chord ie laterally braced by a rigid sheathing material directly attached, unless othauwise TC Snow 0.00 psf S nowDu r L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown le for lateral support of components man" only to reduce buckling length. This component shell not be placed in any mvironmenlthat will cause the moisture contenlofthe wood toeKeed19%and/or cause connector plate comosion. Fabricate. handle, install TC Dead 12.00 psf p Re Mbr Bnd / Com p p / Tens AVW Building Components Group, Inc. and bracethia truss in accordance with thefollowing standada:'Joint and Cutting Detail ReporWavailebte as output from Truswal software. 'ANSI/TPI 'I BC Live 0.00 psf 1.15 / 1.00 / 1.00 1', WTCA 1' • Wood cuss council of Amedca Standard Design Respmmibilitiw, 43UILDING COMPONENT CArCTY INFORMATION'. BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 404b Northpark Or. Sto. f02, Colo. Spga., CO 80907 (8`111 1.03) and'BCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plate Institute (TPI) is located et 683 Donofrio Drive. Madison. TRUSPLUS 6.0 VER. T6.5.5 Wiaconan53719. ThaAme conFomtedPapmAsaociation(AFPA)islocotadatt71119NSoeaLNW,StaBoo,WesNgon,DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: D05 Qty: 1 BRIG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required of each location shown. UPLIFT REACTION(S) l 1 2- 7-12 1215 3.50" 1.50" BC 2x4 DFL #1 & Btr. ® See standard details (TX01087001-001 revl). Support 1 -167 lb ® 2 26- 6- 4 1030 3.50" 1.50" WEB 2x4 DFL STANDARD Plating spec • ANSI/TPI - 1995 Support 2 -133 lb' BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the ' on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. - MULTIPLE LOAD CASES. CBC -01 Code. MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. IF HANGERS ARE INDICATED ON THIS DRAWING, Bldg Enclosed Yes, Importance Factor 1.00 L/999 MEM 10-11 (LIVE) LC 19 Left Overhang(s) are not to be removed. THEY ARE BASED ON 1.5" HANGER NAILS FOR Truss Location Not End Zone L- -0.05" D- -0.07" T- -0.11" OVERHANG(S) MAY BE SHORTENED UP TO 3- MAX.! 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Hurricane/Ocean Line No,Exp Category - C MAX DEFLECTION (cant) : L/999 MEM 8-9(LIVE) LC 12 Left Overhang Soffit loading - 0.0 psf GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Length - 90.00 ft: Bdg Width 48.00 ft RF 0S: T= 0.02" 0.CAL 6-125_12 -177(1.25)% 128(1.60) 0.04 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mean roof height m 12.57 ft, mph 80 TRUSPLUS 6.0 VER: T6.5.5 CR ME CRITICAL MEMBER FORCES: Bldg Code: � CBC Standard Occupancy, p Cy, Dead Load 15.6 p of TC COMP. (DUR.)/ TENS. (DUR.) CSI 6.00 -6.00 OL- 1 0(1.25)/ 38(1.25) 0.10 5-6 1-2 -415 1.60 / 355(1.25) 0.24 2-3 -424 1.60 / 346(1.253 0.25 3-8 3-4 -1062 1.25 / 236 1.60 0.22 4-5 -1243(1.25)/ 265(1.60) 0.24 5-6 -1725((1.253/ 288((1.603 0.25 6-7 -1716 1.25 / 19S 1.60 0.12 8B9 Ca2t85(D1U.25)/ TE465(1u60) 0017 All connector plates are Trusaal 20 ga. unless preceded by "W" for Wave 20 ga:, "NS" for HS 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "HX" for ThM 20 ga. or "H" for 16 Be. from Trusnal, positioned per Joint Detail Reports. Circled plates and false frameshown above. plates are positioned as shoabove. Shift gable stud plates to avoid overlap with structural plates (or staple). s f�/noo� V ` 6/1L 413 - Const. Fr mmii ng Spe 9-10 -27(1.60)/ 911 1.25 0.33 Cust: JIM MURPHY l This design is for an individual building component not wss system. It ha3.been based on specifications provided by the component manufacturer 30-11 / 777 1.25 0.34 11-12 -72(1.60)/ 1191 1.25 0.38 ® ' 12-13 -148(1.60)/ 1507(1.25) 0.29 are to be verified by thecomponent manufacturer and/or building designer prior tofabrication. The building designer must ascanain that the loads WB COMP. TENS.(<(DUR.3) CSI #LC = 23 WT: 177# T R U S WA L ullined on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord (((DUR. )))/ 16.00 psf Li veDu r L=1.25 P=1.15 is latermly braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 3-9 -1371((1.253/ 175((1.603 0.92 3-10 -127(1.60)/ 127(1.60) 0.04 0.00 psf - SnowDur L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components memberamtly to reduce buckling length. This component shag not be placed in any . enwronmantlhelwill cause,hamosturecontentofthewoodtoeseed19%end/or cause connector plate corrosion. Fabricate, handle, install TC Dead 12.00 psf p Rep Mbr Bnd / Comp / Tens and brace this bras in accordance with the following standards: •Joint and cutting Detail Rapers• available as output hom Truswal software. 4-11 88(1.60)/ 565(1.25) 0.23 5-11 -367(1.25)/ 176(1.60) 0.13 0.00 psf , JTW Building Components Group, In C. 'AN51/TPI 1', "TCA 1' • Waif Truss Oouncil of A-1,. Standard Decign Rasponsibiti6as.'BUILDINO COMPONENT SAFETY INFORMATION'. 0.15 10.00 psf 0. C. Spaci ng 2- 0- 0 4448 Northpark Dr. St. 102, Colo. Spgs., CO 80807 (BCSI 1-03) and'BCSI SUMMARY SHEETS• by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onohio Drive, Madison. 6-125_12 -177(1.25)% 128(1.60) 0.04 TRUSPLUS 6.0 VER: T6.5.5 wiaconsin53719. The Amedcan Forest and Paper Association (AFPA)ls located at 1111 Ift Street. NW. Ste 800. Washington, DC 20038. Bldg Code: 1 13-4-0 2 3 �4 13-4-0 5 6 7f 6.00 -6.00 5-6 3-8 3.5-4 7-11-3 7-8-15 1.5-4 1.5-4 SHIP 3-4 4-4 x = 0-4-3 4-4 3-4 5-6 3-4 0-4-3 B1 B2 2-6-0 W:308 W:308 R:1215 R:1030 LIA 67 U:-133 26-8-0 8 9 10 11 12 13 1 ' All connector plates are Trusaal 20 ga. unless preceded by "W" for Wave 20 ga:, "NS" for HS 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "HX" for ThM 20 ga. or "H" for 16 Be. from Trusnal, positioned per Joint Detail Reports. Circled plates and false frameshown above. plates are positioned as shoabove. Shift gable stud plates to avoid overlap with structural plates (or staple). s f�/noo� V ` 6/1L 413 - Const. Fr mmii ng Spe A Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY l This design is for an individual building component not wss system. It ha3.been based on specifications provided by the component manufacturer WD: Dri ve_N_070264_L00008_)00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is aswmad for dimensional accuracy. Dimensions are to be verified by thecomponent manufacturer and/or building designer prior tofabrication. The building designer must ascanain that the loads Dsgnr: RM #LC = 23 WT: 177# T R U S WA L ullined on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is latermly braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf - SnowDur L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components memberamtly to reduce buckling length. This component shag not be placed in any . enwronmantlhelwill cause,hamosturecontentofthewoodtoeseed19%end/or cause connector plate corrosion. Fabricate, handle, install TC Dead 12.00 psf p Rep Mbr Bnd / Comp / Tens and brace this bras in accordance with the following standards: •Joint and cutting Detail Rapers• available as output hom Truswal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 JTW Building Components Group, In C. 'AN51/TPI 1', "TCA 1' • Waif Truss Oouncil of A-1,. Standard Decign Rasponsibiti6as.'BUILDINO COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4448 Northpark Dr. St. 102, Colo. Spgs., CO 80807 (BCSI 1-03) and'BCSI SUMMARY SHEETS• by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onohio Drive, Madison. TRUSPLUS 6.0 VER: T6.5.5 wiaconsin53719. The Amedcan Forest and Paper Association (AFPA)ls located at 1111 Ift Street. NW. Ste 800. Washington, DC 20038. Bldg Code: CBC -til DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: D06 Qt 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating spec • ANSI/TPI - 1995 UPLIFT REACTIONS) are to be verified by the component manufacturer and/or building designer poor to fabrication. The building designer must ascertain that the loads 1 2- 7-12 1120 3.50" 1.50" BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -150 lb 2 24- 0- 4 1120 3.50" 1.50" WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. Support 2 -150 lb TC Dead 12.00 psf BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT41607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the RW Building Components Group, 1AC. on the truss material at each bearing Loaded for 10 PSF non -concurrent BOLL: THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed - Yes, Importance Factor a 1.00 L/999 MEM 10-11 (LIVE) LC 19 '+ + + GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location a Not End Zone L- -0.04" D- -0.05" T= -0.09" OVERHANG(S).MAY BE SHORTENED UP TO 3" MAX.! HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line No Exp Category e C MAX DEFLECTION (cant) : L/999 MEM 12-13 (LIVE) LC 13 Overhang Soffit .+ loading 0.0 psf + Bldg Length - 90.00 ft, Bidg Width 48.00 ft L- 0.03" D- -0.01" T- 0.02" + + + + + + + + + + + + + + + + +.+ + + Mean roof height a 12.51 ft, mph 80 CRITICAL MEMBER FORCES: - CBC Standard Occupancy, Dead Load 15.6 psf TC COMP.(DUR.)/ TENS.(DUR.) CSI OL- 1 0(((1.25)))/ 38(((1.25)3 0.10 11 -11 2-3 -422((1.603/ 349((1.253 0.25 3-4 -890(1.25)/ 208(1.60) 0.21 21 5-6 -422 1.60 / 349 1.25 0.25 6-7 -413(1.60)/ 358(1.25) 0.24 7 -OR 0(1.33)/ 38(1.25) 0.10 ' BC COMP.(DUR.)/ TENS.(DUR.) CSI 8-9 -288(1.25)/ 463(1.60) 0.16 ' 9-10 / 821((1.33)) 0.32 10-11 / 609 1.25 0.30 ' 11-12 / 821 1.33 0.32 ' 12-13 -288(1.25)/ 463 1.60 0.16 ' COMP.(DUR.)/ TENS.(DUR.) CSI 2-9 -257(1.25)/ 135(1.603 0.04 3-9 -1202(1.25)/ 147(1.60 0.92 - 3=10 -120 1.33 / 132(1.60) 0.05 4-10 -38 1.60 / 279(1.253 0.11 4-11 -38 1.60 / 279(1.25 0.11 5-11' -120 1.33 / 132 1.60 0.05 5-12 -1202 1.25 / 147 i:60 n'ne R-11 -JS) JS / it :13-4-0 13-4-0 1 2 3 �4 5 6 71 6.00 -6.00 5-6 3:5-6 3-4. 3.5-43-4 5-6 3.54 81 82 W:308 W:308 R:1120 R:1120 U:-150 U:-150 7-8-15 .5-4 SHIP 3-4 x 0-4-3 41 26-8-0 Pq 1 8 9 10 11 12 13 1 All connector plates are Trusnal 20 Be. unless preceded by "N" for Nave 20 ga., "HS" for HS 20 go.. "S" for SS 18 Ba. from Alpine; or preceded by MX" for TANX 20 Ba. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 413 - Const. F%pg Spe WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY ) This design isfor anIndividual buBArgwmponenlnet truss aystem. It has been baud on pecificatiorts provided by the component manufacturer WO•Drive_N-070264_L00008_100001 ® end done in accordance with the current versions of TPI and AFPA design alandards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsg RM are to be verified by the component manufacturer and/or building designer poor to fabrication. The building designer must ascertain that the loads n r : #LC = 31 WT : 177# T R U S WA L utilimd on this design meal or etteed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a dgid sheathirg material dimity attached, unlessotherwise TC Snow 0.00 psf P SnowDur L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is forlateral support of wmponents members ordy to reduce buckling length. Thi. component shall not be placed in any environment hatwillwuaelhemoisturewMentoflhevoodtoexceedte%ernuorcausewnneclorplatewnosion. I.Mcata.handle. instal l TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal wftware, - BC Live O.00 psf 1.15 / 1.00 / 1.00 RW Building Components Group, 1AC. 'ANSI/] PI 1', w IOA V- Wood Truss Council of America Sta:alard Design Rasponsibilites•'BUILDING COMPONENT SAFETY INFORMATION•. _ BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4446 Northpark Or. Ste. 101, Colo. Sppa, CO 80907 TRUSPLUS 6.0 VER:' T6.5.5 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisw nsin53719. The American Forest and POW Association(AFPA)Isloledat111116toetNW:Ste800,Washinglon.DC20038. wgm Bldg Code: CBC -01 DERRATIO: L/360 TC L/36 lJob Name: MURPHY 2007 Truss ID: E01G Qtv: 1 BRG X -LOC REAR SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 2- 7-12 1117 3.50" 1.50" BC 2 x 4 DFL #1 & Btr. ' 2 23-10- 4 808 1.50" 1.50" DG SLIDER 2 x 4 DFL #1 & Btr. BRG REQUIREMENTS shown are based ONLY WEB 2x4DFL STANDARD ' on the truss material at each bearing GBL BLK 2x4 DFL STANDARD MAX DEFLECTION (span) : PLATE VALUES PER ICBO RESEARCH REPORT #1607. L/999 MEM 10-11 (LIVE) LC 22 Loaded for 10 PSF-non-concurrent BCLL: L- -0.08" D- -0.11" T- -0.19" MAX DEFLECTION (cant) : May use adequate staples for gable blocks. L/933 MEM 8-9 (LIVE) LC 12 BUILDING DESIGNER MUST VERIFY CABLE LOADS! [+] gable bracing required m 58" intervals, L- 0.03" D- 0.00" T= 0.04" if exposed to wind 'load lied to face. CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS.CSI See "General Gable Detaiapls', C002065035. OL -RS 0 1.60 / 1-2 -465((1.60)/ 2-3 -1061(1.25)/ 38(1.251.25 0.11 ao7((1. 25) O.z6 133(1.6030.51 " Attach secondary top chord (if shown):with 3-4 -644((((1.25))))/ 4-5 -365 1.25 / 151((1.60 0.57 139(1.60) 0.41 min. 2-4 (2x4) or 3-6. plates (2x6) at 24" o.c. and applied rotated, in addition to 5-6 -499 1.253/ 178(1.60) 0.04 the heel plating shown. The secondary top 6-7 -588 1.25)/ 139(1.60) 0.48 chord may be notched 1.5" for outlookers, 'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION - BC Dead max. DO NOT NOTCH WHERE SHOWN BY (6°"). sac COMP.<<DUR.>>/ -9 -354(1.25)/ TENS.CDUR.> csi 523(1.60) 0.14 Left Overhang(s) are not to be removed. 9-10 -288(1.25 / 528`1.60 o.z4 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! 10-11-182S1.6o/ a93{1.2s3 0.33 Left Overhang Soffit loading 0.0 psf 11-12 -39(1.60 / 12-13 -86(1.60)/ 461(1.25) 0.35 222(1.60) 0.30 WB COMP. TENS.(((DUR.3) CSI 2-9 -:934(1.25)/ (((DUR.3)/ 2-10 1.60 / 3-10 1066 1.25 0.43 138(1.25) 0.06 3-11 -517(1.25)/ 173(1.60) 0.61 " 4-11 -39((1.60))/ 6-12 -143 1.25 / 262((1.253 0.11 74 1.60 0.15 7-13 -757(1 ( .25)% 1491.60) 0.28 Plating spec • ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -.leg to an otherwise unsupported wall maycreate a hinge effect that requires additional design consideration (by others). U:-144 TYPICAL PLATE: 1.5-3 UPLIFT REACTION(S) ' All connector plates are Truswal 20 ga. unless preceded by "N•• for Nave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. firm Alpine; or preceded by "NX" for TMNX 20 Be. or "N" for 16 Be. from Troswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Support 1 -144 lb Read all notes on this sheet and give a copy of it to the Erecting Contractor. Support 2 -116 lb > This truss is designed using the ® CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone #LC = 2 3 Wi • 326# Hurricane/Ocean Line No,Exp Category - C Bldg Length - 90.00 ft, Bdg Width 48.00 ft Mean roof height - 13.43 ft, mph 80 0.00 psf CBC Standard Occupancy,'Dead Load 15.6 psf -4 4 9-5-11 SHIP 5_2_3 B2 W:108 R:808 U:-116 All connector plates are Truswal 20 ga. unless preceded by "N•• for Nave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. firm Alpine; or preceded by "NX" for TMNX 20 Be. or "N" for 16 Be. from Troswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 6/12/2007 413 - Const. Fr4mmi pg Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY > This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WD: Dri ve-N-070264_L0000g_J 00001 ® and done n accordance with the current versions of TPI and AFPA;dmign slanclards. No responsibility is assumed for dimensional accuracy. Dimensions ere to be verified by the component man l.,I,,er erW/or building designer prior to fabricalon. The building designer must-mrtaln that the loads OS n r • RM g - #LC = 2 3 Wi • 326# T R U S WA L utilimd on this design meat or weed the loetling imposed by the tocol building coda and he particular application. The design assumes that he lop cord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 is laterally braced by the roof or flow sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shell not be placed in any ' that the TC Dead 12.00 psf Rep Mbr Brill / Camp / Tens ® environment will cause moisture content of the wood to exceed IQ% and/c, muse connector plate corrosion. Fabricate.ham0e,inslall end brace this truss in accordance with the following standards:'!oint and Cutting Detail Reports'ovaRable as output from T-1 softxare, BC Live 0.00 pSf 1.15 / 1.00 / 1.00 OrW Building Components Group, Inc. 'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION - BC Dead 10.00 pSf 0. C. Spaci ng 2- 0- 0 4445 Northpark ar. Ste. 102, Colo. Spga, CO 80807 (BCSI "3)..d 'BCSI SUMMARY SHEETS' by WTCA end TPI. The Truss Plate Institute (TPI) is located al S83 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 WisconsinS3719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800, Washington. DC 20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: E02 Qtv: 8 tG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 2- 7-12 662 3.50" 1.50" BC 2 x 4 DFL #1 & Btr. 2 12- 7-12 887 3.50" 1.50" WEB 2 x 4 DFL STANDARD 3 23-10- 4 411 RR 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. tG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. 1 the truss material at each bearing Mark all interior bearingg locations. tG HANGER/CLIP NOTE Install interior supports) before erection. 3 LUS24 PLATING BASED ON GREEN LUMBER VALUES. rpport Connection(s)/Hanger(s) are End verticals are designed for axial loads iot designed for horizontal loads. only unless noted otherwise. ' 'E SIMPSON CATALOG Extensions above or below the truss profile )R ADDITIONAL INSTALLATION NOTES (if any) have been designed for loads: 1X DEFLECTION (span) : indicated onl Horizontal loads appplied at 999 MEM 11-12 (LIVE) LC the end of the extensions have not • -0.07" D= -0.08" T= -0.0. 15" 1X DEFLECTION (cant) considered unless shown. A drop -leg to an 1999E 8-9 8-9 (LIVE) LC 12 otherwise unsupported wall may create a 0.02" D- 0.00" T- 0.02" hinge effect that requires additional design iTICAL MEMBER FORCES: consideration (by others). TcCOMP.(DUR.)/ TENS.(DUR.) CSI Left Overhang(s) are not to be removed. - 1 0(1.25)/ 38(1.25) 0.11 - OVERHANG(S) MAY BE'SHORTENED UP TO 31 MAX.! z ao7 1.603/ aos((1.213 0.19 Left Overhang Soffit loading 0.0 psf -19 4 �39 1.60)% 142(1.25) 0.19 4-5 -48(1.33)/ 144(1.60) 0.17 S-6 -228((1.253/ 147 1.60 0.10 6-7 -203(1.25)/ 65(1.60) 0.10 SI 8g9 C -3 335(1U25)% TE454(1u60) 0 O8 9-10 -305(1.25)/ 447(1.60) 0.08 10-11 67((1.603/ 210((1.333 0.32 11-12 56 1.60 / 226 1.60 0.31 12-13 -91(1.60)/ 229(1.60) 0.28 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-9 -569(1.25)/ 132(1.60) 0.06 2-10 -213((1.60))/ 410((1.253 0.17 3-10 -42 1.25 / 125 1.60 0.04 3-11 -330(1.33)/ 119(1.60) 0.22 4-11 -271 (C 1.253/ 149((1.603 0.19 5-11 -321((1.253/ 56((1.603 0.20 5-12 01 7-12 -26(1.60)/ 309,(1.25) 0.13 6-12. -221 1.25 / 129 1.60 0.16 7-13 -407(1.25)/ 96(1.60) 0.17 ®Web bracing re%ired at each location shown See standard details (TX01087001-001 revl) Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). -2 -� 15 71 61 00 -6001 5-6 _ 1.5-4 5-6 3-4 3-4 24 B1 34 5 2-6-0 .: 6 2 8 R:66 12=7-. U:-136 .5-4 Required bearing widths andbearing areas apply when truss not supported in.a hanger. UPLIFT REACTION(S) • Support 1 -136 lb Support 2 -158 lb Support 3 -97 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line - No,Exp Category - C Bldg Length - 90.00 ft, Bdg Width 48.00 ft Mean roof height - 13.43 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf -4 9-5-11 SHIP 5- -3 1 2-4 W 308 V v *LUS24 R:887 W:108 LI A 58 R:411 U:-97 24-11-0 All connector plates are Truswai 20Be.unless receded b p A P y "M" for Meve 20 Aa., "IB" for HIS 20 ga., "S" for 55 18 Be. from Alpine; or preceded by "MX" for TWX 20 Be. or "H" for 16 Aa. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame re plates apositioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 6/12/2007 413 - Const. Fr�Cm�i ng Spe AR Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY J Thi. deal, I. for an Individual building component not was system. It has been based on specification provided by the component manufacturer WO: Dri ve-N_070264_L00008_100001 ® and done in accordance with the current versions of TPI and AFPA,design standards. No responsibility is assumed for dimensional accuracy. Dimensions • DS • are to be verified by the componant manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 9 n r RM #LC = 29 WT 196# T R U S WA L united on this design meet or -,,I the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf S nowDu r L=1.15 P=1.15 SYSTEMS noted. &acing ehovm is for lat-I support of components members aNy to reduce buckling lagth. This component shall not be placed in any that wit TC Dead 12.00 psf Rep Mbr Brill / Comp / Tens ® wvIronment cause ft moisture content of the wood to excoed 19% andifor cause connector plate corrosion. Fabricate, hanale,.install andb"'"this Innis In accordance with the following standards: 'Joint and Cutting Detail Reports'available as output from Tmawal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 /iBuilding Components Group, Inc. lk 'ANSI7TPI 1', WTCA 1' • Wood Truro Council of America Standard Design Responsibiboes, 'BUILDING COMPONENT 3AFETY INFORMATION' • BC Dead 10.00 psf. C . C. Spaci ng 2- 0- 0 4443 Northpark Dr. Sto. 102, Colo. Spgs., Co 60007 (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Trus Plate Institute (TPI) is located at 583 D'Orafrio Drive, Madison, TRU SPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Papa Association (AFPA)islocated at1111190Street. NW. Ste 800.Washington, DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: E03 Qty: •1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing regwired at each location shown. This design based on chord bracing applied 1 2- 7-12 685 3.50" 1.50" BC 2x4 DFL #1 & Btr. ® See standard details (TX01087001-001 rev1). per the following schedule: 2 12- 7-12 842 3.50" 1.50" WEB 2x4 DFL STANDARD Plating spec ' ANSI/TPI - 1995 max o.c. from to 3 23- 9- 4 424 RR 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS .DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 16-11- 7 23-11- 0 BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. - MULTIPLE LOAD CASES. Required bearing widths and bearing areas on the truss material at each bearing Mark all interior bearing locations. IF HANGERS ARE INDICATED ON THIS DRAWING, apply when truss not supported in hanger. BRG HANGER/CLIP - NOTE 3 °HU526 Install interior support(.) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR UPLIFT REACTION(S) Support Connections)/Hanger(s) are Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -115 lb not desIMPSONed-forCATAL horizontal loads. Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -ISO 1b SEE CATALOG TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 3 -118 lb ADDITIONAL FOR ADDITIONAL INSTALLATION NOTES grade. Brace 0 24" o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. This truss is designed using the MAX DEFLECTION (span) Left Overhang(s) are not to be removed. End verticals desi ned for axial loads CBC -01 Code. L/999 MEM 11-12 (LIVE) LC 19 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! only unless noare ted ot9herwise. Bldg Enclosed = Yes, Importance Factor 1.00 L- -0.07" D- -0.08" T- -0.15" Left Overhang Soffit loading 0.0 psf Extensions above or below the truss profile Truss Location - Not End Zone MAX DEFLECTION (cant) (if any) have been designed for loads Indicated only. Horizontal loads Hurricane/Ocean Line No Exp Category - C B1dg.Length 90.00 ft, Width L/999 MEM 7-8 (LIVE) LC 12 applied at the end of the extensions have not been - Bidg 48.00 ft Mean roof height 13.48 ft, 80 L- 0.02" D- 0.00" T- 0.02" CRITICAL MEMBER FORCES: considered unless shown. A drop -leg to an - mph CBC Standard Occupancy, Dead Load 15.6 psf 7C COMP.ffR.>/ TENS.(DUR.) CSI otherwise unsupported wall may create a oL- 1 0(1.15)/ 38(1.25) 0.11 hinge effect that requires additional design 1-2 -405(1.60)/ 413(1.25) 0.19 2-3 -335(1.33)/ 0.20 consideration (b others). y 3-4 -101(1.60)/ 113(1.25) 0.20 4-5 -200(1.25)/ 53(1.60) 0.23 5-6 -146(1.25)/ 72(1.60) 0.47 BC "' N DUR.)/ TENS.(DUR.) CSI 7-8-339(1.25)/ 452(1.60) 0.08 8-9 -308(1.25)/ 446(1.60) 0.12 9-10 -152(1.60)/ 245(1.33) 0.14 10-11 -47(1.25)/ 258(1.60) 0.27 11-12 0(1.60)/ 365(1.60) 0.2716-11-7 1 2 3 4 6 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-8 -.99(1.25)/ 100(1.60) 0.07 � 2-9 -178(1.60)/ 453(1.25) 0.18 3-9 -33(1.25)/ 109(1.21 0.04 ' 61 00 6-10-6 _ 3-10 -346(1.33)/ 126(1.60 0.24 4-10 -S71 1.2s>/ 113(1.60) 0.40 5- 4 4-11 324((1:25)) 0.13 5-11 -296((1.25))/ 126(1.60) 0.15 ' 6-11 6-12 -358(1.25)% 156(1.60) 0.0.18 - 3-4 8-9-15 5-6 & 9-6-10 3-4 SHIP 3-4 U:-115 U:-150 '-1 ' 23-11-0 7 8 : • 9 10 11 12� 83 'HUS26 W:308 R:424 LIA 18 All connector plates are Trusrial 10 Be. unless preceded by "M" for Nave 10 ga., "NS" for NS 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "MX" for TkMX 10 Be. or "N" for 16 Be. from Truse'al, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). r 4� 6 V �12 /x'2/1007 413 - Const. Fr mmii pg Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY J This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer WO•Drive_N_070264-L00008-100001 ® and done in accordance with the amens versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DS n r • RM 9 # LC = 29 WT : 193# T R U S WA L are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertaln mat the loads ,11iaed on this design meal or exceed me loading imposed by the local building code and the particular application. The design assume, mal the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is Laterally by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow psf SnowDur - L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral suppon of components member. oNy to reduce bmklirg is gth. This component shall not be placed in any eAvircnmentthatwillcausethemoisturecontentofthewoodtoexceed10%and/or cause connector plate corrosion. Fabricate. handle. Install TC Dead .0.00 12.00 psf Rep Mbr Bnd / Comp / Tens truss and brass this truss in accordance with the Wlnwing atandards:'Joint and Cvtting Detail Reports' available as output from Truswal eoRwars, BC Live 0.00'psf 1.15 / 1.00 / 1.00 /lid Building Components Group, 111 C. 'ANSI/TPI 1', 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION - BC- Dead 10:00 psf O. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Ste. 101, Colo. Spg&, CO 80907 1-03) M'SCSI SUMMARY SHEETS nwfrio Drive, Madison, by WTCA and TPI. The Truss Plate Institute (TPI) is located .1583 D'O (BCSI (Bcs'sn537,9. TRUSPLUS 6.0 VER: T6.5.5 TheAmerwnF«e,tandPaperAesociadon(AFPA)islacetndat,t„tansueet,Nw,steeoo,wa,higlon.0cioo3e. Bldg Code: CBC-Ol PER RATIO: L/360 TC: L/36 'Job Name: MURPHY 2007 Truss ID: E04 . Qtv: 1 BRG X -LOC REACT SIZE REQ'D 1 2- 7-12 672 3.50" 1.50" 2 12- 7-12 867 3.50" .1.50" 3 23- 9- 4 412 HGR .1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 3 °HUS26 Support Connection(s)/Hanger(s) are not designed for horizontal loads., SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/999 MEN 11-12 (LIVE) LC 19 L- -0.02 D. -0.02" T= -0.03" MAX DEFLECTION (cant) : L/999 MEM 7-8 (LIVE) LC 12 L- 0.02" D- 0.00" T- 0.02" CRITICAL MEMBER FORCES: TC COMP. WR. / TENS.(DUR.) CSI OL- 1 0 1.25 / 38(1.25) 0.11 1-2 -409(1.60)/ 408(1.25) 0.20 2-3 -312(1.33)/ 0.19 3-4 -130(1.60)/ 124(1.25) 0.24 4-S -220(1.25)/ 39(1.60) 0.23 S-6 -129(1.25)/ 68(1.60) 0.22 Bc COMP. OUR.)/ TENS.(DUR.) CSI 7-8 -334(1.253/ 455(1.603 0.08 8-9 -304(1.25 / 449(1.60 0.10 9-10 168 1.60 / 224 1.33 0.18 10-11 -73 1.60 / 261 1.60 0.18 11-12 0 1.60 / 406 1.60 0.18 WB COMP. DUR. / TENS.(DUR. CSI 2-8 -580 1.25 / 100(1.60 0.07 2-9 -197(1.60)/ 427(1.25) 0.17 3-9 -30((1.25))/ 104((1.253 0.04 3-10 -337 1.33 / 124 1.60 0.23 4-10 -S73(1.25)/ 138 1.60 0.40 4-11 238 1.25 0.10 5-11 -267((1.25))/ 126(1.60) 0.16 611 6-12 -365(1.25)% 171(1.60) 0.27 22 TC 2x4 DFL #1 & Btr. . BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. Install interior supports) before erection. Drainage must be provided to avoid ponding. Continuous lateral bracing at to flat TC as indicated. Lumber must be structural grade. Brace G 24" o.c. unless noted. Left Overhang(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO 3', MAX.! Left Overhang Soffit loading,= 0.0 psf ®Web bracing regwired at each location shown. See standard details (TX01087001-001 rev'). Plating spec • ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads.applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires'additional design consideration (by others). i 18-11-7 1 2 3 4 61 00 Thisdesign based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 18-11- 7 23-11- 0 Required bearing widthsand bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) Support 1 -122 lb Support 2 -149 lb Support 3 -145 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor m 1.00 Truss Location - Not End Zone Hurricane/Ocean Line - No,Exp Category = C Bldg Length - 90.00 ft, Bdg Width = 48.00 ft Mean roof height - 13.98 ft, mph = 80 CBC Standard Occupancy, Dead Load = 15.6 psf 3-4 9-1-8 10_ _10 SHIP B2 W:308 R:867 U:-122 LIA 49 23-11-0 1 7. 8� 9 10 11 12' 2-4 B3 'HUS26 W:308 R:412 LIA45 All connector plates are Trusnai 20 ga. unless preceded by "M", for Neve 20 ga., "NS" for HIS 20 Be., "S" for SS 18 ga. from Alpine; or preceded preceded by "MX" for ThMX 20 ga. or "M" for 16 Be. from Trusmal, positioned per Joint Detail Reports. circled plates and false . frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 6/12/2007 413 - Const. Frammi ng Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY J This design is for an individual building component not truss systan. It hes been based on specifications provided by the component manufacturer WO • Dri ve_N_070264-L00008_J 00001 ® and done in accordance with the current versions, of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: RM are to bevelled by thecomponenl manufacture, - 1. buildup designer prior to fabrication. Thebuildingdasignermualascertain MIth loada #LC = 29 WT: 199# T R U S WA L utiiimd on this design meet or eyoeed the loading imposed by the local Wilding code and the particular appticatiot. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 ie laterally braced by the roof or goo sheathing and the bottom chord (s laterally braced by a rigid sheathing material directly attached, unless oth-Asa TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS noted. Brec(ng shown is for lateral auppol of components members only to reduce buckling length. This component shall not bo placed in any environment that ` it cause the moisture etantofthe wood mexceed! 19%and/orcause connector plate corrosion. Fabricate. handle. Install TC Dead 12.00 psf Rep Mbr Bind / Comp / Tens and brace this was in acoorclanc. with the following stendards:'aoint and Catling Detail Reports' available as output h- -,al coflware, BC Li ve 0.00 psf 1.15 / 1.00 / 1.00 RI19f Building Components Group, Inc. 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 0418 Northpark Dr. Sto. 102, Colo. Spg&, CO 80007 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 Donofrio Drive. Madison, TRUS PLUS 6.0 VER: T6.5.5 Wlaoona1n53719. The American Forest and Paper Association (AFPA)islocated at.11111mhStreet. NW. Ste 800,Washington. DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC L/36 Job Name: MURPHY 2007 Truss ID: E05 ON: 1 BRCX-LOC REACT SIZE 'REQ'D 1 . 2-.7-12 639 3.50 1.s0" 2 12- 7-12 956 3.50" 1.50" 3 23-10- 4 374 HCR 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing 8RC HANGER/CLIP NOTE 3 °HU526 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) L/999 MEM 11-12 (LIVE) LC 19 L- -0.06" D= -0.06" T- -0.13" MAX DEFLECTION (cant) : L/999 MEM 8-9 (LIVE) LC 12 L- 0.02" D= 0.00" T- 0.02" CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS.(DUR.) CSI OL- 1 0 1.60 / 38(1.25) 0.11 1-2 -408 1.60)/ 409(1.25) 0.19, 2-3 -264 1.333/ 39(1.253 0.20 3-4 -190 1.60 / 189(1.25 0.20 4-5 -84(1.60)/ 178(1.25) 0.16 5-6 -150((1.25))/ 20((1.603 0.12 6-7 86(1.25)/ 37(1.60)0.10 889 -3136(1DIR.25)% TE454(/.60) 0.08 9-10 -307 1.25)/ 446(1.60) 0.08 10-11 -173 1.603/ 229(1.603 0.29 11-12 -68 1.60 / 350(1.60 0.29 12-13 0(1.60)/ 447(1.60) 0.25 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-9 -548(1.25)/ 91(1.60) 0.06 2-10 -214((1.60))/ 387((1.253 0.16 3-10 -32 1.25 / 126 1.60 0.04 3-11 -338(1.33)/ 149(1.60) 0.23 4-11 -257((1.25))/ 143((1.603 0.18 5-11 -403 1.25 / 27 1.60 0.25 5-12 -1(1.60)/ 144(1.60) 0.05 6-12 -158((1.253/ 164((1.603 0.12 7-12 :123(1:6 0 / 286 1.25 0.25 7-13 361125)/ 154(1.60) 0.27 TC 2x4 DFL#1 & Btr. BC 2x4 DFL ,#1 & Btr. WEB 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT41607. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearingg locations. Install interior supports) before erection. Drainage must be provided to avoid ponding. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace G 24" o.c. unless noted. Left Overhang(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Left Overhang Soffit loading - - 0.0 psf ®Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. End verticalsare designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 20-11-7 6�'_�, (n�_{7y 6.Orc 0 3-4 1.5-4 10-11-15 5-6 3-4 3-4 x 0-4-32-4 3-4 5 6 3-8 1 Bl W:308 W 308 2-6-0 R:639 12-7-12 R:956 LIA39 U:-174 10-5-811 -10 SHIP 2-4 B3 'HUS26 W:108 R:374 U:-149 PLY This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 20-11- 7 23-11- 0 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support 1 -139 lb Support 2 -174 lb Support 3 -149 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No Exp Category - C Bldg Length - 90.00 ft, Bldg Width 48.00 ft Mean roof height a 14.48 ft, mph m 80 CBC Standard Occupancy, Dead Load 15.6 psf All connector plates aro Truswal 20 Ba. unless preceded by "M" for k'ave 20 ga., "MS" for HS 20 ga., "S" for SS 18 ga. frac Alpine; or preceded by "MX" for TWX 20 Be. or "N'• for 16 ga. from Irmsmal, positioned per Joint Detail Reports. Circled plates and false frameabove. Shift plates are positioned as shown aboShift gable stud plates to avoid overlap with structural plates (or staple). r V/1/n C/A 007 1 (a ` 413 - Const. Frammi ng Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY J This design is for an Individual building component not wse system. D has been based on 5paci6cabona provided by the component manufacturer WO • D ri ve_N_070264_L00008-3 00001 and done in accordamewith the current versions of TPI and AFPA:design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds • RM #LC 29 are to be verified by the component monufacturm and/or building designer prior to fabrication. The buildtrg designer must ascertain that the loads 9 n r = 220# T R U S WA L ullitad on INs design meet or e> _d the loading imposed by the local building code end the particular application. The design assumes that the top chord TC Live 16.00 psf LiveDur L=1.25 P=1.15 i3 laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf S11OwDUr L=1.15 P=1. 1$ noted. Bra.irgehownisforlateralsupportofwnpanentommbeinmAytoreducebucklinglength. This component shall not be placed in any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ®SYSTEMS environmentthst,baauseth°mastunscontentofthewooawe>ceed19%and/or cause connector plate corrosion. Fabrical..handle.Install and brace this truss in accordance with the following standards: *Joint and Cutting Detail Reports' available as output from Truawat software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 RM Building Components Group, Inc. 'ANSI/TPI 1'. WTCA t'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- 8C Dead 10.00 psf 0. C. Spaci ng 2- 0- O. 4445 Northpark Or. Ste. 102, Cato. Sopa, CO 80807(gCSI 1-03) eM'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onchio Drive. Madison, _ TRUSPLUS 6.0 VER: T6.5.5 , Wiswnsin53710. The American Forest and Paper Association(AFPA)islocated at111119thStrom. NW. Ste 800.Washington, DC20036. Bldg Code: CBC -01 , DEFL RATIO: L/360 TC: L/36 lJob Name: MURPHY 2007 Truss ID: E06 ON: 1 BRG X -LOC REACT SIZEREQ'D 1 2- 7-12 635 3.50" 1.50" 2 12- 7-12 967 3.50" 1.50" 3 23-10- 4 369 HGR 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 3 °HUS26 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/999 MEM 11-12 (LIVE) LC 19 L- -0.08" D= -0.08" T= -0.16" MAX DEFLECTION (cant) : L/999 MEM 8-9 (LIVE) LC 12 L- 0.02" D= 0.00" T- 0.02" CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS.(OUR.) CSI OL- 1 0 1.25 / 38(1.25) 0.11 1-2 -408 1.60 / 408 1.25) 0.19 2-3 -258 1.33 / 48 1.253 0.20 3-4 '-197((1.60))/ 196((1.2S3 0.20 4-5 6-7 -175(((1.25))/ 189 31((1.60)) 0.07 88CSI 9 CO335(D1U.25)/ TE454(1u60) 0.08 9-10 -307 1.25 / 446 1.60) 0.08 10-11 -176 1.60 / 226 1.603 0.33 11-12 -70 1.60 / 357 1.60 0.32 12-13 0(1.60)/ 456(1.60) 0.29 WB COMP. (OUR.)/ TENS.(DUR.) CSI 2-9 -543(1.25)/ 94(1.60) 0.06 2-10 -219((1.60))/ 381((1.253 0.15 3-10 -34 1.25 / 126 1.60 0.04 3-11 -337(1.33)/ 152(1.60) 0.23 4-11 -262 1.25 / 146((1.603 0.18 5-11 -405((1.25))/ 25 1.603 0.27 5-12 3 3 7-12 -123(1.60)/ 305(1.25) 0.25 6-12 152 1.25 / 180 1.60 0.12 7-13 -371(1.25)/ 152(1.60) 0.29 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Mark all interior:bearingg locations. Install interior supports) before erection. Drainage must be provided to avoid ponding. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. Left Overhang(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO 3'; MAX.! Left Overhang Soffit loading 0.0 psf ®Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Plating spec • ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED.ON'1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 21-4-15 3 4 5 6 7 6.Q 11 z 4 I B1 -- 5-6 B2 y v 2-4 B3 2-6-0 W:308 R:635 LIA42 12.7.12 W•308 R:967 LIA72 HUS26 W:108 R:369 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer VQ 00001 ® LIA 58 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 21- 4-1523-11- 0 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support 1 -142 lb Support 2 -172 lb Support 3 -158 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length - 90.00 ft, Bdg Width 48.00 ft Mean roof height 14.59 ft, mph 80 CBC Standard Occupancy, Dead Load m 15.6 psf All connector plates are Troswal 20 ga. unless preceded by "W for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "HX" for TWX 20 ga. or "H" for 16 ga. from Tros'sol, positioned per hint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 6/12/2007 413 - Const. FraCmii ng Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY > This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_070264-L00008-J 00001 ® and done in accordance with the current versions of TPI and AFPA'design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds nr• RM 9 #LC = 29 WT: 222# T U S WA L are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must escenain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumthat at Ute top chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS environment -1.114eu..0-laecomcontent of the wood to exceed 19% nvarcause connector plate corrosion. Fabricate. handle. install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens trioa►Building brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' evadable as rwl,w t from T-1 soft -n., BC Live 0.00 psf 1.15 / 1.00 / 1.00 Components GroupIncand , . •ANSI?PI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION - BC Dead 10.00 psf 0. C. Spaci ng 2-. 0- 0 4445 Northparlr Dr. Sto. 102, Colo. Spgn, CO 80007 (gCSI 1-03) end'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate ImUtute (TPI) is located at 583 D'Onohio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsn53719. The American Forest and Paper Association (AFPA)13located at111119thSpent, NW. Ste 800.Washington, OC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 11 Job Name: MURPHY 2007 Truss ID: E07 Qtv: 1 IFOR L- -0.02" D. -0 MAX DEFLECTION L/999 MEM 8-9 L- 0.02" D- 0 5-6 6-7 Bc e-9 9-10 10-11 11-12 12-13 W8 2-9 2-10 3-10 3-11 4-11 5-11 5-12 6-12 6-13 7-13 SIZE REQ'D TC 2x4 DFL #1 & Btr. 3.50" 1.50 BC 2x4 DFL #1 & Btr. 3.50" 1.50" WEB 2x4 DFL STANDARD HGR 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. are based ONLY Loaded for 10 PSF non -concurrent BCLL. at each bearing Mark all interior bearingg locations. TE Install interior supports) before erection. Hanger(s) are PLATING BASED ON GREEN LUMBER VALUES. zontal loads. End verticals are designed for axial loads only unless noted:otherwise. ATION NOTES Extensions above or below the truss profile (if any) have been designed for loads LC 19 indicated only. Horizontal loads applied at T= -0.05" the end of the extensions have not been considered unless shown. A drop -leg to an LC 12 otherwise unsupported wall may create a T- 0.02" hinge effect that requires additional design consideration (by others). UR.) CSI Left Overhang(s) are not to be removed. .25> 0.11 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! AA's o.19 Left Overhang Soffit loading 0.0 psf 5 0.19 2S 0.20 25) 0.23 603 0.21 25 0.05 COM3i ffit )% TENS.452 (OUR.? 0 Oe -308i((1.25))/ 445(1.60) 0.11 -166((1.60))/ 264((1.603 0.17 -58 1.0 / 394 1.60 0.20 -28(1.60)/ 4SS(1.0) 0.19 COMP.(DUR.)/ TENS. (OUR.) CSI -567(1.25)/ 93(1.60) 0.06 -217((1.603/ 410((1.253 0.17 -26 ((1.2S3/ 108((1.253 0.04 0-23 -412(1.25)/ 118(1.60) 0.29 -270<<((1.2 S))))/ 151((1.601:2,3 0.19 -331(1.25)% 173(1. 0) 0.30 -6(1.25)/ 54(1.60) 0.02 ®Web bracing required at each location shown See standard details (TX01087001-001 revl) Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). 6.Q 1.5-4 1- -1112-5-7 SHIP U:-144 U:-195 UQ zg11 1.1 i10 �12 13' B3 'HUS26 W:108 R:382 LI A 44 Required bearing.widths and bearing areas appl when truss not supported in a hanger. UPLIFT REACTION(S) : Support 1 -144 lb Support 2 -195 lb Support 3 -144 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line - No,Exp Category - C Bldg Length - 90.00 ft, Bdg Width 48.00 -ft Mean roof height = 14.92 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf ' All connector plates are Truswal 20 ga.,unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or precededby "MN" for TWX 20 ga. or "H" for 16 ga.re oar Trusnal, positioned per Joint Detail Reports. Circled plates and false R frame plates apositioned as sham above. Shift gable stud plates to avoid overlap with structural plates (or staple). 6 V �12�2��7 413 - Const. Fr mmii ng Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY (CA® J This design is for an individual Wilding component not Wss aY tem. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_070264-L00008-J 00001 and done In accordance with the current versions of TPI and AFPA'dasign standards: No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or Wilding designer prior to fabrication. The bdldirq designer must ascertain that the loads DS n r • RM 9 #LC = 29 WT: 227# T R U S WA L utilized on "11* design meet or weed the loading Imposed by the local Wilding code and the particular application. The design assumes that the top chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 I, laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing materiel direc8y altacned. unless otherwise TC $nDW D.DD psf SnowDur L=1.15 P=1.15 noted. eraar�g shown is for latoral auppon dr components members only to reduce bucMing length. This component shah mot ba placed in any ® SYSTEMSanviranmenlUatwn4aase hemoiewrepamenlar newoodloemeed,9vsanaoraaaseconnectorplatecorrosion. Fabricate. handle, Install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brass this Woo in accordance with the following Bland-131'Joint and Cutting Detail RePona'available a7 output hoar Truawal software, .BC Live 0.00 psf 1.15 / 1.00 / 1.00 IfUBI Building Components Group, Inc. 'ANSI/TPI V. WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION - 8C Dead 10.00 psf O. C. Spaci ng 2- 0- O 4445 Northparlr Dr. Ste. 102, Colo. Spga, CO 80907 (gCSI 1.03) and BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onof io Drive. Madison, TRUSPLUS 6.0 VER: T6.5.5 WisS' wn53719. The American Forest and Pow Asacciation(AFPA)islocated atII1119thSbael. NW. Ste 800.Washington. DC20036: Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: F01 Qty: 2 r �/� L I7,,L^007 BRG X -LOC REACT SIZE REQ'D TC 2z4 DFL #1 & Btr. Plating spec - ANSI/TPI - 1995 This design based on chord bracing applied J 1 0- 1-12 857 HGR 1.50" BC 2x6 DFL SS THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 16- 7- 4 971 3.50" 1.50" WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. max o.c. from to Dsg n r : RM BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 3- 7-15 12- 9- 0 TC Live on the truss material at each bearing BRG HANGER/CLIP NOTE + + + + + + + + + + + + + + + + + + + + + + THEY ARE BASED ON 1.5" HANGER NAILS FOR Required bearing widths and bearing areas TC Snow 1 °HUS26-2 Nail pattern shown is for PLF loads and 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY apply when truss not supported in ahanger. TC Dead Support Connections)/Hanger(s) are point loads converted to PLF loads only. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE UPLIFT REACTION(S) BC Live not designed for horizontal loads. Concentrated loads MUST be distributed to HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 1 -126 lb HC Dead SEE SIMPSON CATALOG each ply equally. Multi -ply with han ers are Drainage must be provided to avoid ponding.Support 2 -143 lb truss FOR ADDITIONAL INSTALLATION NOTES based on hanger nails using 3.0" nails min. Permanent bracingisrequired (by others)toThis is designed using the Bldg Code: MAX DEFLECTION ((LIVE into into the carrying member. prevent rotation/toppling. See BCSI.1-03 CBC -01 Code. L/999 MEM 7-8 ) 1 If shown, use additional fasteners for point and ANSI/TPI 1. Bldg Enclosed Yes, Importance Factor = 1.00 T. -0.07" -CAL loads from the back plys, distributed Continuous lateral bracing attached to flat Truss Location = Not End Zone CR CRITICAL MEMBER FORCES: MEM RF RCE:: s mm. around the hanger in the chords. Y 9 TC as indicated. Lumber must be structural Hurricane/Ocean Line No Exp Category = C Tc COMP.(DUR.)/ TENS.(WR.) CSI 1-2 -1523(1.25 / 167((1.60) 0.06 Use any other approved detail (by others). IF 2.5'. GUN NAILS ARE USED, ANY NAIL CLUSTER grade. Brace 0 24" o. c. unless noted. Bldg Length = 90.00 ft, Bldg Width = 48.00 ft 2-3 -2244(1.253/ 260(1.60)0.16 AMOUNTS SHOWN MUST BE INSTALLED FROM THE PLATING BASED ON GREEN LUMBER VALUES. 2 -PLY! Nail w/10d COMMON, sta2ggered(per NDS) Mean roof height = 10.21 ft, mph = 80 CBC Standard Occupancy, Dead Load = 15.6 3-a -zza4 1.zs / z6o((1.60))0. 15 4 5 -1626(1.25)/ 178(1.60) 0.03 FRONT AND BACK FACE EQUALLY (TOTAL NAILS = in: TC- 2 BC- 2 WEBS- 2 -PER FOOT!— psf ----------LOAD CASE #1 DESIGN LOADS ---------------- DOUBLE THE AMOUNT SHOWN). Cluster screws, if shown, are 3" long. Dir L.Plf L.Loc R.Plf R.Loc LL/TL BC COMP.(OUR.)/ TENS.(DUR.) CSI 10d = 100 NAILS,.SOS = Simpson SDS screws TC Vert 56.00 0- 0- 0 56.00 4- 0- 0 0.57 6-7 -105 1.60 / 1321(1.25) 0.07 7-8 -102 1.60 / 1337(1.25) 0.10 or a uivalent substitute. q TC Vert 79.92 4- 0- 0 79.92 12- 9- 0 0.57 8-9 -113 1.60 / 1444(1.25)0.10 (') =Special Connection Req. (by others) -TC Vert 56.00 12- 9- 0 56.00 16- 9- 0 0.57 9-10 -116(1.60)/ 1427(l.25) 0.07 ++++++++++++++++++++++ TC Vert 76.00 16- 9- 0 76.00 18- 3- 0 0.42 WB COMP.(DUR.)/ TENS.(DUR.) CSI BC Vert . 28.54 0- 0- 0 28.54 16- 9- 0 0.00 2-7 / 125((8.90>>) O.D4 2-8 100(1.60)/ 945(1.25) 0.19 .Type... lbs X.Loc LL/TL Fastener TC Vert 25.3 4- 0- 0 1.00 3-8 -426(1.25)/ 128 1.60 0.02 TC Vert 19.0 4- 0- 0 0.00 4-8 -88(1.60)/ 833(1.25) 0.17 ' TC Vert 25.3 12- 9- 0 1.00 a-9 / lss o.90 0.04 TC Vert 19.0 12- 9- 0 0.00 TC Vert 0.0 16- 7- 4 1.00 2-PLYS REQUIRED 2.3T „ 4-4 1D-.5-11 3-7-15 1 3-10-15 1 3 4 5 6.00 9-0-0 6.00 38#. 38# 1 5-4 B1 82 'HUS26-2 VV:308 VV:308 R:971 R:857 U:-1 43 U:-126 I 16-9-0 I 6 7 .8 9 10 3-41-6 = SHIP 0-4-3 Vt%- All connector plates are Truswal 20 p ga. unless preceded by "N" for Neve 20 ge. , "'f6" for ft5 20 ga. , "5" for SS 18 ga. frau Alpine; or preceded by "MX". for Ti 20 ga. or "N" for 16 ga. from Trusnal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shoan above. Shift gable stud plates to avoid overlap with structural plates (or staple). r �/� L I7,,L^007 413 -Const. Frammi pg Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: 1IM MURPHY J This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_070264-L00008-300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimmsi n l accuracy. Dimensions suet. be v"Ified by the component manufacturer and/or building d'estgnar prior to fabrication. The b ildirg designer must ascertain that the loads Dsg n r : RM #LC = 15 WT: 107# T R U S WA L ,III- on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes, that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bell= chord is laterally braced by a rigid rhea W ng material directly attached. uNess otherwise TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS noted. &eci� shown is fw lateral wpport of compmmts members oNy b reduce buckling length. This component 11,111 not be placed in any environment UwlMllcause the moisture omtmtof "wood to=add 19%and/or cause connector plate corrasion. Fabricate. handle, install TC Dead 12.00 psf Rep Mbr Bind /Comp / Tens and brace this truss in accdance with the following stendards:'Joint and Cutting Detail Reports• available as output from T. ,.at soft-,_ BC Live 0.00 psf 1.00 / 1.00 / 1.00 SM Building Components Group, Inc. 'ANSI/TPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities. 'BUILDI NO COMPONENT SAFETY INFORMATIOW - HC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 440.5 Northpark Dr. Sfo, 102, Colo. Spgs., Co 80907 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Omfrio Drive, Madison, TRU SPLUS 6.0 VER: T6.5.5 1 Wisconsin 53719. The American Forest and Paper A-lation(AFPA)13located at111110th Street. NW. Sle800,Washington, DC20030. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: G01G 6/12/2007 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating spec ' ANSI/TPI - 1995 UPLIFT REACTION(S) • ® and done in accordance with the current versions of TPI and AFPA.design standards. No responsibility is assumed for dimensional accuracy. Dimensions 1 0- 1-12 396 3.50" 1.50" BC 2x4 DFL #1 & Btr. THIS DESIGN I5 THE COMPOSITE RESULT OF Support 1 -110 lb ulliasd on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chard 2 3-10-12 140 3.50" 1.50" DG SLIDER 2x4 DFL #1 & Btr. MULTIPLE LOAD CASES. Support 2 -60 lb noted.. -,Ing shown in for lateral Wpport of components membeie only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to=wd19%aworcause e ,hllorplate conatien. F,hrirate.handle, install 3 5- 8- 0 52 3.50" 1.50 WEB 2x4 DFL STANDARD IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -25 lb 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America S1a lora Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - 4 7- 5- 4 310 3.50" 1.50" GBL BLK 2x4 DFL STANDARD THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 4 -117 lb Wi-.1.53718. TheAmedcanFwwtandPawAseociaUon(AFPA) is located at 11111911,SUeal.NW, Ste 800,Washington. DC 20036. 5 9- 2- 8 34 3.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 7 -58 lb 6 10-11-12 39 3.50" 1.50 Loaded for 10 PSF non -concurrent BCLL. GIRDERS.'IF.2.5" GUN NAILS ARE USED, THE Support 10 -117 lb 7 8 12- 9- 0 14- 6- 4 169 3.50 39 3.50 1.50 1.50" Mark all interior bearing locations. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 11 -25 lb 9 16- 3- 8 34 3.50" 1.50 May use adeqquate staples for gable blocks. BUILDING Install interior support(s) before erection. Support 12 -60 lb 10 18- 0-12 310 3.50 1.50" DESIGNER MUST VERIFY CABLE LOADS! Shim bearings (if needed) for req. support. Support 13 -121 lb 11 19-10- 0 52 3.50" 1.50 [+ gable bracingrequired 0 58" intervals, PLATING BASED ON GREEN LUMBER VALUES. This truss is designed using the 9 9 12 21- 7- 4 139 '3.50 1.50" i exposed to wind load applied to face. "General P CBC -01 Code. 13 25- 4- 4 510 3.50" 1.50" See Gable Details', 0002065035. Bldg Enclosed Yes, Importance Factor 1.00 BRG REQUIREMENTS shown are based ONLY Truss Location a Not End Zone - on the truss material at each bearing Attach secondary top chord (if shown) with min. 2-4 (2x4) 3-6 (2x6) 24" Hurricane/Ocean Line No Exp Category - C MAX DEFLECTION (span) : or plates at O.C. and applied rotated, in addition to Bldg Length a 90.00 Mean height ft, Bldg Width 48.00 12.42 ft, ft L/999 MEM 9-10 (LIVE) LC 1 L- -0.01"' D- -0.01" T- -0.03" the heel plating:shown. The secondary top roof CBC Standard Occupancy, mph 80 Dead Load 15.6 psf CRITICAL MEMBER FORCES: chord may be notched 1.5" for outlookers, TC COMP.(DUR.)/ TENS.(DUR.) CSI max. DO NOT NOTCH WHERE SHOWN BY 1-2 -374((1.253/ 135((1.603 0.26 3-4 -228(1.25)% 122(1.60) 0.26 4-S -373((1.25))/ 135((1.60)) 0.26 COMP TE137((1.60)) 687 77((1U25))/ 0.207-8 , 8-9 -4(0.90)% 9-10 200(((0.90)))/ 4(0.903 0.01 01 77((0.90) 0.20 COMP. it TE133(/U60) 2WB 264(1 0.04 2-8CSI 3-8 -169 1.25 / -114 1.25 / 131 1.60 0.08 86 1.603 0.03 t 12-9-0 12-9-0 r3 4-8 -169 1.25 / 131(1.60) 0.08 1 2 4 5 4-9 -264(1.25)/ 134(1.60) 0.04 , 177 n 3-4 3-4 2-4 2-4 0*8 100 -3.00 0*8 t 12-5-8 r ' 12-9-0 11� 25-6-0 6 7 8 9 10 TYPICAL PLATE: 1.5-3 OVER CONTINUOUS SUPPORT I-3 7- 7 SHIP " All connector plates are Truswal ZO ga. unless preceded by "W" for Wave 20 ga., "115" for IB ZO ga., "S" for SS 18 ga. from Alpine; or preceded by "NX" for TMMX ZO Be. or "N" for 16 ga. from Trusral, positioned per hint Detail Reports. Circled plates and false .frame plates are positioned as shown abovoverlap e. Shift gable stud plates to avoid with structural plates (or staple). 6/12/2007 413 - Const. Framli yg Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY This design is for an individual building componem not truss system. It has been baaod on ;pa<i6aaaona provided by the component manufacturer WO - D r i ve_N_070264-L00008-700001 ® and done in accordance with the current versions of TPI and AFPA.design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn RM are to ba verified by the component manufacturer and/or build!", designer prior to fabrication. The building designer must,,,n�in that the loads r : #LC = 16 VF: 217# T R U S WA L ulliasd on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chard TC Live 16.00 psf L i veDu r L=1.25 P=1.15 I.laterally braced by the roof or floor sheathing and the bottom "d is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS noted.. -,Ing shown in for lateral Wpport of components membeie only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to=wd19%aworcause e ,hllorplate conatien. F,hrirate.handle, install TC Dead 12.00 psf Rep Mbr Brill / Comp / Tens and brace this truss in accordance with the fdlovvin, standards: 'Joint and Cutting Detail Reporter available as output from Truawal software. BC Ll vp. 0.00 psf 1.15 /.1.00 / 1.00 /�� Building Components Group, Inc. 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America S1a lora Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf 0. C. Spaci ng2- 0- 0 4448 NorthpeAc Dr. Sm. 102, Colo. Spgs., Co 90807 (BCS1 1.03) end'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is Iocaled.1583 D'Orcfrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.5 Wi-.1.53718. TheAmedcanFwwtandPawAseociaUon(AFPA) is located at 11111911,SUeal.NW, Ste 800,Washington. DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: G02 Qtv: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 1-12 969 3.50" 1.50" BC 2x4 DFL #1 & Btr. 2 25- 4- 4 1083 3.50" 1.50" WEB 2x4 DFL STANDARD BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607 on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. L/999 MEM 8-9 (LIVE) LC 1 L- -0.16" D- -0.24" T- -0.39" CRITICAL MEMBER FORCES: . TC COMP.(DUR.)/ TENS.(DUR.) CSI 1-2 -3046(1.25)/ 355(1.60) 0.38 2-3 -2147(1.253/ 225(1.603 0.26 3-4 -2147(1.25 / 225(1.60 0.26 4-5 -3046(1.25)/ 355(1.60) 0.38 BC COMP.(DUR.)/ TENS.(DUR.) CSI. 6-7 -240(1.60)/ 2747(1.25) 0.44 7-8 -245(1.603/ 2743(1.253 0.44 8-9 .-245(1.60 / 2743(1.25 0.44 + 9-10 -240(1.60)/ 2747(1.25) 0.44 WB COMP.(DUR.)/ TENS. (OUR.) CSI 2-7 / 115(0.90 0.06 2-8 -791(1.2S)/ 248(1.60 00.49 ' 3-8 -70C(1.60))/ 1529((1.25) .62 . 4-5 - -791(1.25)/ 115(0.90) 0.06 , 6-8-11 2 0-4A W:308 R:969 LI A 17 3-8 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) t 12-9-012-9-0 ' 1 2 3 4 5 6.00 5-6 6.00 UPLIFT REACTIONS) ' Support 1 -117 lb Support 2 -149 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No Exp Category - C Bldg Length - 90.00 ft, Bldg Width 48.00 ft Mean roof height 12.42 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf W:308 R:1083 0*8 3.00 3.00 0*8 LIA49 t 12-5-8 12-5-8 1F 6 0I 25-6-0 ' 6 7 8 9 10 ' 7- 7 SHIP All connector plates are Trosnal 10 Aa. unless preceded by "N" for Nave 20 ga., "NS" for NS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "NX" for TWX 20 ga. or "N" for 16 ga. from Trusnal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 6/12/2007 413 - Const. Fr mmii pg ' Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY ) This design is for an individual building component not trusssystem. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_070264_L00008_J00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is ossumed for dimensional acaracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: RM #LC = 16 WT: 134# T R U S WA L utilized on this design meet or -ead the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 islwerally braced by the roof or flow sheathing and the bottom chord is laterally braced by a rigid sheatldng material directly attached, unless otherwise TC Snow 0.00 psf SnoWDur L=1.15 P=1.15 SYSTEMSeA'afOnm-ti noted. Bracing eAwvn is for lateral support of components members only to reduce buckling length. This component shall not be placed in any the, wUcause -amoisture -tonloftha-to e¢eed19%andlor useconnectwplate corrosion. Fabricate,handle,install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and braes thisInsminaccordomewiththefollowingstandards:'JointandCuttingDetailReports•available83OutputfnwnTruewalsoliwars. BC Live 0.00 psf 1.15 / 1.00 / 1.00 AlW BUllding Components Group, Inc. 'ANSUTP1 T, WTCA 1'- Wood Truss Council o1 America Standard Design Responsibitities.'BUILDING COMPONENT SAFETY INFUHMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Nmthpwk on Ste. 102, Colo. Spgs., CO 80907 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onohio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin53719. TheAmericanForestamPaperAasocia6on(AFPA)Islocatedal111119thStreet. NW. Ste $DO, Washington. DC 20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC:-" lJob Name: MURPHY 2007 Truss ID: G03 Qtv: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 0-12 966 HGR 1.50" 2 25- 4- 4 1086 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 1 °HUS26 Support Connections)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC 1 L- -0.16" D- -0.24" T- -0.40" CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS.(DUR.) CSI 1-2 -3091 11.2.251.60 0.43 2-3 -2160 5 / 228 1.60 0.25 3-4 -2159 1.25 / 228 1.60 0.26 4-5 -3059(1.25)/ 358(1.60) 0.38 BC COMP.(DUR.)/ TENS.(DUR.) CSI 6-7 -248 1.60 / 2793 1.25 0.46 7-8 -233 1.60 / 2786 1.25 0.44 e-9 -249 1.60 / 2755 1.25 0.45 9-10 -244(1.60)/ 2759(1.25) 0.44 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-7 / 120 0.90 0.07 2-8 -622(1.25)/ 252 1.60 0.51 3-8 -73((1.60))/ 1542 1.25 0.63 4-8 -792 1.25 / 248 1.60 0.49 4-9 / 115(0.90) 0.06 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT'#1607 Loaded for 10 PSF non -concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. 6-8-11 Z 0-410 'HUS26 W:108 R:966 U:-117 C Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE,BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BYOTHERS) r 12-9-0 12-9-0 1 2 3 4 5 6.00 -6.00 5-6 UPLIFT REACTION(S) : Support 1 -117 lb. Support 2 -149 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length - 90.00 ft, Bldg Width 48.00 ft Mean roof height - 12.42 ft, mph 80 CBC Standard Occupancy, Dead Load - 15.6 psf W:308 0*8 3.00 3.00 0*8 UA49 t 12-5-8 r 12-5-8 I 25-6-0' r 6 7 8 9 10� 7- 7 SHIP All connector plates are Truswal 20 go. unless preceded by "M" for Wave 20 ga., "HS" for NS 20 o., "S" for SS 18 g go. from Alpine; for need s But. or "N" for i ga. fres Trvswal, to avonedper Joint Detail Reports. Circled plates end false _ or preceded by positioned frame plates era positioned es shown above. Shift gable stud plates to etrofd overlap with structural plates (or staple). ' V 6/� 2/2007 413 - Const. Frammi {�g Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY J This design is for an individual building component not was system. N has been based on speci6cauona provided by the component manufacturer W0: Dri ve-N-070264_L00008_J00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DS nr: RM 9 #LC = 16 Wi: 135# ere to be verified by the component manufacturer and/or buildingdesigner gn prior to fabrication. The building designer maul ascertain Ilial me loads TC Live 16.00 psf Li veDu r L=1.2 5 P=1.15 T R U S WA L utilimd on design meet w eased lea loading imposed by he local building brae and the oration. The design assumes that Ilia tap chord bra gid sheat ing is laterally braced by the roof w Rocr sheathing end the bottom chord la laterally braced by a rigid sheathing material directly alfeched, unless otherwise TC Snow 0.00 psf S nowDu r L=1.15 P=1.15 SYSTEMS noted. Brecirg shown is fpr lateral soppon of components mambas Doty to reduce buckling length. This component shall not be placed In any TC Dead 12.00. psf Rep Mbr Bnd / Comp / Tens ® environment thotwill cause the Moisture content of the wood weaW19% and/or sauce cortntwprrocorrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint e t and Cutting Detail Reports'evailable as output from Truswal software, BC Li Ve 0.00 psf 1.15 / 1.00 / 1.00 SM Building Components Group, Inc. 'ANSI/TP1 1, WTCA V • Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 10.00 psf U. C.'Spaci ny 2- 0- 0 4445 Nonhpek Or. Ste. 102, Coto. Sppa, CO 80807 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. Th. Trues Wale Institute (TPI) Is located at 563 D'Onof i. Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsn53719. The American Forest and Paper Association (AFPA)is located at11711BI1tStreet, NW. Ste 800.Washington. DC2W38. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 lJob Name: MURPHY 2007 Truss ID: G04 Qtv: 2 BRG' X -LOC REACT SIZE REQ'D 1 0- 0-12 957 HGR 1.50" 2 25- 1- 8 959 HGR 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing BRIG HANGER/CLIP NOTE 1 °HUS26 2 eMUS26 SupportConnection(s)/Hanger(s) are not designed for horizontal loads. SEE.SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC 1 L- -0.16" D- -0.24" T- -0.40" CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS.(DUR.) CSI 1-2 -3053 1.25)/ 364(1.60) 0.43 2-3 -2127 1.25)/ 230(1.603 0.24 3-4 -2124 1.25)/ 230(1.60 0.29 4-5 -2936(1.25)/ 349(1.60) 0.44 BC COMP.(DUR.)/ TENS.(DUR.) CSI 6-7 -255 1.60 / 2758 1.25 0.46 7-8 -260 1.60 / 2752 1.25 0.43 8-9 -245 1.60 / 2637 1.25 0.46 9-10 -239(1.60)/ 2633(1.25) 0.57 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-7 ( )/ 119 0.90 0.0117 3=8. 874(1.60)% 1507(1.251 60) 0.61 4-9 -706(1.25)/ 101(0.90) 0.06 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD PLATE VALUES PER IC80 RESEARCH REPORT'#1607 Loaded for 10 PSF non -concurrent BCLL. Shim bearings (if needed) for req. support. PLATING BASED ON GREEN LUMBER VALUES. 6-8-11 Z:. 0-4BI 'HUS26 W:108 R:957 U:-116 3-8 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS.FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) t 12-9-0 12-5-8 1 2 3 4 Sn 6.00 , -6.00 51 5-6 UPLIFT REACTION(S) : All connector plates are Truswal 20 Be. unless preceded by "h,,, for Mave 20 ga., "HS" for MS 20 Ba., "S" for SS 18 Be. from Alpine; or preceded by "MN" for TkMX 20 Be. or "N" for 16 ga. from Truswal, positioned per Joint. Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift Keble stud plates to avoid overlap with structural plates (or staple). Support 1 -116 lb r �/� Support 2 -117 lb 413 - Const. FraCmii pg spa This truss is designed using the Cust: JIM MURPHY CBC -01 Code. J Bldg EnclosedYes, Importance Factor a 1.00 Truss Location Not End Zone nc and done in accordae with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions, are to be verified by the component manufacturer and/or building d6igner prior to fabrication. The building designer must ascertain that the loads Hurricane/Ocean Line No Exp Category - C Bldg Length - 90.00 ft, Bidq Width 48.00 ft Mean roof height - 12.42 ft, mph 80 TC Live CBC Standard Occupancy, Dead Load 15.6 psf 6-8-11 SHIP 0-5-e5 0�,8 3.00 -3.00 W *IVLIS 6 Fi 12-5-8 , R:959 12-5-8- U:-117 t 25-2-8 t ' 6 t7 8 9 10 - All connector plates are Truswal 20 Be. unless preceded by "h,,, for Mave 20 ga., "HS" for MS 20 Ba., "S" for SS 18 Be. from Alpine; or preceded by "MN" for TkMX 20 Be. or "N" for 16 ga. from Truswal, positioned per Joint. Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift Keble stud plates to avoid overlap with structural plates (or staple). r �/� _rr_.arr /2007 413 - Const. FraCmii pg spa Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY J This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturerWO: Dri Ve_N_070264_L00008-]00001 ® nc and done in accordae with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions, are to be verified by the component manufacturer and/or building d6igner prior to fabrication. The building designer must ascertain that the loads Dsg n r : RM # LC = 16 AIT: 130# T R U S WA L utilinad on Nis design meet or exceed the loading imposed by the tical building code and the particular application. The design assumes Net the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless othenv ise TC Snow 0.00 psf SnowDU r L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components membeia only to,reduce buckling length. This component shall net be placed in any environment the, wil cause the moisture content of the wood to exceed 19% andlor cause connector plate conoson. Fabricate,hendle,install TC Dead 12.00 psf Rep Mbr Bind / Comp / Tens and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports'available as output from Truswal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 JM Building Components Group, Inc. 'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Reaponsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4448 Northparh or. Ste. 102, Colo. Spg&, CO 80907 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onef io Drive, Madison, ' TRU SPLUS 6.0 VER: T6.5.5 1 Wisconsin 53719. The American Forest and Paper Association (AFPA)Islocated at111119NStreet. NW, Ste 800,Washington. DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: G05 at -4: 1 BRC X -LOC REACT SIZE REQ'D 1 '0- 0-12 957 HCR 1.50" 2 25- 1- 8 959 HGR 1.50" BRG REQUIREMENTSshown are based ONLY on the truss material at each bearing BRC HANGER/CLIP NOTE 1 'HUS26 2 °MUS26 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/999 MEM B-9 (LIVE) LC 1 L- -0.16" D- -0.24" T- -0.40" CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS.(OUR.) CSI 1-2 -3053 1.25)/ 364(1.60) 0.43 2-3 -2127 1.253/ 230(1.603 0.24 3-4 -2124 1.25 / 230(1.60 0.29 4-5 -2936(1.25)/ 349(1.60) 0.44 BC COMP. (((DUR.)))/ TENS.(((OUR.3) CSI 46 21 8 9 -245(1. 0)/ 2637(1.25) 0.46 7-8 260 1.60 / 2752 1.25 0.43 9-10 -239(1.60)/ 2633(1.25) 0.57 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-7 / 119(0.90) 0.07 2-6 -818(1.25)/ 252(1.60) 0.51 3-8 74 1.60)/ 1507 1.25 0.61 q_9 -706(1.25)/ 101(0. 0) 0.06 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL. Shim bearings (if needed) for req. support. PLATING BASED ON GREEN LUMBER VALUES. ' 6-8-11 0-4831 'HUS26 W:108 R:957 U:-116 3-8 Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) 12-9-0 12-5-8 1 2 3 4 51 6.00 -6.00 5-6 0*8 3.00 -3.00 t 12-5-8 , 12-5-8 25-2-8 , 6 7 8 9 10 UPLIFT REACTION(S) - Support 1 -116 lb Support 2 -117 lb This truss is designed using the CBC -01 Code. Bldg Enclosed a Yes, Importance Factor a 1.00 Truss Location = Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length - 90.00 ft, Bdg Width 48.00 ft Mean roof height - 12.42 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6.psf 6-8-11 SHIP I 0-5-115 'MUS26 W:200 R:959 U:-117 All Connector plates are Tru... 20 Ba. unless preceded by "W" for Wave 20 ga., "HS" for HS 10 ga., "S" for SS 16 ga. from Alpine; or preceded by "NX" for TWX 10 ga. or "H" for 16 Be. from Troswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown aboye. Shift gable stud plates to avoid overlap with structural plates Cor staple). r 6/12/2007 413 - Const. Frammi pg Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY > Thi. design is fo, an Individual beildi„g camponent not truss System. N has been based on specifications provided by the component manufacturer' WO. Dri ve_N_070264_L00008_300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. gmansions Dsg RM . #LC 16 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain mat the loads n r : = WT : 130# T R U S WA L utilimd on IN, design meet or emceed the loading Imposed by the local Wilding code and the particular application. The design assumes that the top chard TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sh--- end the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise rated. Bracing slaver is for lateral support of components members only to reduce buckling length. This component shall not be in any TC Snow 0.00 psf, SnowDu r L=1.15 P=1.15 SYSTEMSeAvironmentmatMll placed -useu,emoisturecontent at thewoodtoe.ceadl-and/.cause connector datacon I-. Fabricate. hmfie. install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this wssinaccordance vAmmefollowtngstandards: 'Joint and Cutting Detail Reporie'availaweasoutput frmnTruswalsofta . BC Live 0.00 psf 1.15 / 1.00 / 1.00 EM Building' Components Group, In C. 'ANSI)rPI 1'. WTCA V- Woad Truss Council of Amedca SlandorA Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4"5 Northpark or. Ste. 102, Colo. Spga., CO 60907(BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) ie located at 583 D'Onofrio Drive, Madison. TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Paw Association (AFPA)islocated at111119mStreet. NW. St. 800,Washington. DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC L/36 Job Name: MURPHY 2007 Truss ID: G06 Qtv: 1 BRC X -LOC REACT SIZE REQ'D 1 0- 0-12 958 HCR 1.50" 2 25- 1-12 958 HCR 1.50" BRC REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 1 °HUS26 2 "MUS26 SupportConnection(s)/Hanger(s) are not'designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/999 MEM 9-10 (LIVE) LC 1. L- -0.13" D- -0.19" T- -0.31" CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS.(DUR.) CSI 1-2 _8002-3 ((1.60 / 0 1.256.3 0.33 0 34 3-4 -2093((1.25)/ 37647 ((1.60)) 0.29 5-6 -2983(1.25)% 492(1.60) 0.41 BC COMP .(DUR.)/ TENS.(DUR.) CSI 7-8 -136(1.60)/ 723(1.253 0.36 8-9 -285((1.60))/ 1351((1.25) 0.41 10 10-0.42 11 -678(1.60)% 2683(1.25) 0.59 WB COMP. DUR. / TENS. DUR. CSI 1-7 -104 1.25 / 87 1.60 0.10 2-7 -1191 1.25 / 218 1.60 0.65 2-8 -37 1.60 / 599 1.25 0.24 3-8 -763 1.25 / 207 1.60 0.71 3-9 -242 1.60 / 1335 1.25 0.54 4-9 -401(1.25)/ 177(1.60) 0.08 0.16 5-10 -198(1.25)% 1409(l.60) 0.05 TC 2x4 DFL #1 & Btr. ' BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD r PLATE VALUES PER ICBO RESEARCH REPORT41607. Loaded for 10 PSF non -concurrent BCLL. Drainage must be provided to -avoid ponding. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24" D.C. unless noted. Shim bearings (if needed) for reqsupport. End verticals are designed for axial loads only unless noted otherwise. ' Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 10-6-0 ! . ®Web bracing required at each location shown See standard details (TX01087001-001 revl) Plating spec • ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING,' THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. 14-7-7 4 5 6 6.00 131 4-4 HUS26 $.00 -3.00 W:108 0_18 R:958 '1 12-5-8 r U:-157 12-5-8 7 8 9 10 11 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 0- 0- 0 10- 6- 0 UPLIFT REACTION(S) : Support 1 -157 lb Support 2 -72 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No Exp Category - C Bldg Length = 90.00 ft, Bldg Width 48.00 ft Mean roof height - 12.96 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6.psf 7-9-11 SHIP I5 0-5-1 'MUS26 W:108 R:958 U:-72 All connector plates are Truswal 20 Be. unless preceded by "N" for Wave 20 ga., "NS" for HS 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "MX" for TkMX 20 Be. or "M" for 16 ga. from Trusrral, positioned per Joint Detail Reports. Circled plates and false frame plates ere positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 6/12/2007 413 - Const. Fr,3mmi pg Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY ) This designisforanindividualbuildingcomponentnottruessystem.Ithasbeenbasedonspecificationsprovidedbythecomponentmanufacturer WO•Drive_N_070264_L00008_300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is essumad for dimensional accuracy. Dimensions Dsgnr: RM #LC 16 WT: 172# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain met me loads = T R U S WA L ,Ili- on this design meet or eased the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottam chord is laterally braced by a rigid sheathing material directly attached. unless otherwise TC Snow 0.00 psf S nowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of oornponants members ordy to reduce, buckling length. This component shall not be placed in any TC Dead 12.00 psf Rep Mbr Bind / Comp / Tens ® SYSTEMS °n"O"men'm atwl,cousethema°mr°contentofthewoodto=eed19%and/arcauseconnectmplatecorrosion. Fabricate, handle, install and omen this truss in accordance with the follow rg standards: 'Jo`and Cutting Detail Repons avelawsoft- m. as output from Traswal softre. BC Live 0.00 psf 1.15 / 1.00 / 1.00 JM Building Components Group, Inc. 'ANSI1TP11'. WTCA 1'. Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf. 0. C. Spaci ng 2- 0- 0 4448 Northpark Dr. Sto. 102, Colo. Spgs., CO 80007 (BCSI 1.03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Tnns Plate Institute (TPI) is located at 683 D'Onofrlo Dri.a, Madisun, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin53710. The American Forest and Paper Association (AFPA) 13 located at fill 19th Street. NW, Ste 800, Washington, OC 20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: G07 Qtv: 1 BRG X -LOC REACT SIZE REQ'D . TC 2x4 DFL Al & Btr. ' 1 0- 0-12 966 HGR 1.50" BC 2x4 DFL Al & Btr. r 2 25- 4- 4 972 3.50" 1.50" WEB 2x4 DFL STANDARD BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT41607 on the truss material at 'each bearing Loaded for 10 PSF non -concurrent BCLL. BRG HANGER/CLIP NOTE Drainage must be provided to avoid ponding. 1 eHUS26 Continuous lateral bracing attached to flat Support Connection(s)/Hanger(s) l are TC as indicated. Lumber must be structural not designed for horizontal loads. grade. Brace @ 24" o.c. unless noted. SEE SIMPSON CATALOG PLATING BASED ON GREEN LUMBER VALUES. FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : ' L/999 MEM 9-10 (LIVE) LC 1 L= -0.13" D= -0.19" Tm -0.32" CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS.(DUR.) CSI 1-2 2-3 682(1.25)/ 23 0.24 12153 3-4 -2136(1.25)/ 415(1.60) 0.29 Cust: ]IM MURPHY (1.60) 0 31 5-6 -3077(1.25)% 484(1.60) 0.30 BC COMP. DUN. / TENS. DUR. CSI 7-e -107 1.60 / 515 1.25 0.35 8-9 -213(1.60)/ 953(1.25) 0.38 19 00-5 11 8 -705(1.60)% 2721 79(1.25) 0. 43 48 WB COMP.(DUR.)/ TENS.(DUR.) CSI ' 1-7 85 1.25 / 85 1.60) 0.04 2-7 2-8 -1068 1.25 / -79 1.60 / 215(1.603 0.64 657(1.25 0.27 3-e -615 1.25 / 201(1.60) 0.55 3-9 -339 1.60 / 1562(1.253 0.63 4-9 -429(1.256.)/ 197((1.60) 0.08 4-10 5-10 -250(1.25)% 157(1.60) 0.05 ®Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Plating sppec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). End verticals are designed for axial loads onlyunless noted otherwise. Extensions above or below the.truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires, additional design consideration (by others). 16-10-15 4 5 6 i 8-6-0 6.00 Ell 3.5-4 HUS2W 108 8 60 3.00 -3.00 0 R:966 1 12-5-8 U:-170 12-5-8 t 25-6-0 7 8 9 10 11 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 0- 0- 0 8- 6- 0 UPLIFT REACTION(S) ' Support 1 -170 lb Support 2 -61 lb This truss is designed using the. CBC -01 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No Exp Category - C Bldg Length = 90.00 ft, Bldg Width = 48.00 ft Mean roof height = 13.46 ft, mph = 80. CBC Standard Occupancy, Dead Load 15.6 psf 8-9-11 SHIP J-4 W:308 8 R:972 U:-61 ' All connector plates are Trosa'al 20 ga. unless preceded by "N" for Nave 20 ga., "HS" for IB ZO ga., "S" for SS 18 ga. frau Alpine; or preceded by "MX" for TMMX 20 ga. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. above. Shift gable stud plates to avoid overlap with structural6 plates (or staple). I Y V �1 ` f�/2f�007 413 - Const. Frammi pg Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY J This design is for an individual building component not truss system. It hes been based on specifications provided by the component manufacturer WO • D ri ve_N_070264_L00008_100001 ® and done in accordance with the current versions of TPI and AFPAdesign standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds RM are to be verified by the component manufacturer and/or building designer prior to fabrication. The Wilding designer must auen in that the loads nr• g ' 7iLC = 16 WT: 182# T R U S WA L utilized on this design meet or weed the I -ling imposed by the local building code and the particular application. The design as tunea that the lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow . 0.00 psf S nowDu r L=1.15 P=1.15 SYSTEMS noted. Bracing shovm is for lateral support of components members only to reduce buckling length. This component shall not be placed In any that the TC Dead 12.00 psf Rep Mbr Bind / Comp / Tens ® environment will cause moisture content of the wood toemeed19%and/urcause connector plate corrosion. Fabricate. handle. install and brace this buss In accordance with the following standards:'Joint and Cutting Detail ReporW avallabke as output from Truswal sollware, BC Live 0.00 psf 1.15 / 1.00 / 1.00 NrW Building Components Group, Inc. 'ANSIfrPI V. WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpark Or. Ste. 102, Colo. Spga., CO BOg07 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 D'Onofrio Drive, Madison, ' TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Paper Association(AFPA) is located at 111119th Street NW. Ste 800. Washington, DC 20039. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: G08 Qty: 1 BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. This design based on chord bracing applied 1 0- 0-12' 966 HCR 1.50" BC 2x4 DFL #1 & Btr. ® See standard details (TX01087001-001 rev1). per the following schedule: 2 25- 4- 4 972 3.50" 1.50" WEB 2x4 DFL STANDARD Plating spec • ANSI/TPI - 1995 max o.c. from to BRC REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 0- 0- 0 6- 6- 0 on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. UPLIFT REACTION(S) BRG HANGER/CLIP NOTE Drainage must be provided to avoid ponding. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -184 lb 1 HU526 Support Connections)/Hanger(s) are Continuous lateral bracing attached to flat THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -48 lb not designed for horizontal loads. TC as indicated. Lumber must be structural 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the CATALOG SEE SIMPSOADDITIONAL grade. Brace 0 24" o.c. unless noted. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE CBC -01 Code. FOR ADDITIONAL INSTALLATION NOTES PLATING BASED ON GREEN LUMBER VALUES. HANGERS MUST BE RE-EVALUATED (BY OTHERS). BldgEnclosed = Yes, Importance Factor - 1.00 MAX DEFLECTION (span) 'ANSI/rPl1'.WTCAV-Wood Trus, Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION* - End verticals are designed for axial loads Trus Location - Not End Zone L/999 MEM 8-9 (LIVE) LC 1 4445 Northpmh Dr. Sto. 101, Colo. segs, CO 80007 only unless noted otherwise. Hurricane/Ocean Line No,Exp Category - C L- -0.13" D- -0.19" T- -0.32" Extensions above or below the truss profile have been designed for loads Bldg Length - 90.00 ft, Bdg Width 48.00 ft g CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS.(DUR.) CSI CBC -01 (if any) indicated only. Horizontal loads applied at Mean roof height - 13.96 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf 1-2 -617(1.25)/ la2<1.60 0.47 2-3 a2a(1.253/ 121{1.603 0.25 3-4 -2168((1.25 / 340(1.60) 0.25 the end of the extensions have not been considered unless shown. A drop -leg to an 4-5 -3049(1.25)/ 455(1.60) 0.39 unsupported wall may otherwise unsu y Create a hinge effect that requires additional design BC COMp.(DUR.)/ TENS.CDUR.) CSI consideration (by others). ' .6-7, 27C(1.25))/ 391(1.60) 0.31 7-8 -410(1.60)/ 1911(1.25) 0.48 8-9 -714((1.60))/ 2750((1.25)) 0.45 9-10 -710((1.60))/ 2750 1.25 0.45 ' C�10(1U25)/ TE219(1U60) 1I 015 1-7 -209(1.60 / 999 1.25 0.41 <(1. 16-10-15 2-7 -46(1.25 / 175 60)) 0.06 3-7 -1628(1.25 398(1.60) 0.85 t 1 2 I / 3-8 -234 1.60 / 1269 1.26 O.s2 3 4 5 4-8 -778 1.25 / 248 1:60 0.47 4-9 / 111 0.90 0.06 x,00 -4 Ell l2-4 V 1W 308 VV:108 0 8 3.00 -3L 00 0-1..8 R:972 R:966 12-5-8 rl U:-48 U:-184 12-5-8 I 25-6-0 '6 7 8 9 10� 11 SHIP All connector plates are Truswal 20Be.unless preceded b p A y "M".for Nave ZO ga., "/tS^ for MS 10 Aa., "S" for SS 18 Be. from Alpine; or preceded by "!IX" for ThMX 20 ga. or "M" for 16 Be. from Trvswal, positioned per Joint Detail Reports. Circled plates and false' framees platare positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). �/� 2f�/�oo 413 - Const. Frammi pg Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY J This design is for an individual building component not truss system. R has been based an specifications provided by the component manufacturer W0: Dri ve_N_070264-L00008-100001 ® and done in accordance with the current veisions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions ere to be verified by the component manufe,haer and/or building designer prior to 1,10 a8on. The building designer mu,les.!" thatthe loads Dsgnr: RM #LC = 16 WT: 177# T R U S WA L utilised on this design meat or emeed the loading imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a right sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Snow D.DD psf SnowDur L=1.15 P=1.15 ® SYSTEMS environment Matwill - the molsture=twtofthe wood tuezceedlg%andforcome connector plate carrosmn. Fabricate. handle, install TC Dead 12.00 psf Rep Mbr Brill / Comp / Tens . and brace this truss in accordance with the following sondards:'Joint and Cutting Detail Repona'avallable as output from Truswat software, BC Live 0.00 psf 1.15 / 1,00 / 1,00 #MBulldingComponents Group, Inc. 'ANSI/rPl1'.WTCAV-Wood Trus, Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION* - BC Dead 10.00 psf O.C.Spacing 2- 0- D 4445 Northpmh Dr. Sto. 101, Colo. segs, CO 80007 (SCSI 1-03) and 'BCS1 SUMMARY SHEETS' by WTCA and TPI. The I mas Plate Institute (TPI) is located at 583 D'Orofrio Drive. Madison, TRUSPLUS 6.0 VER: T6.S.5 1 Wisconsin 53710. The AmmcanForest and Paper Association (AFPA)isloaatedatititI u,SueeLNW.Ste800.Washington,DC200W. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: G09 Qtv: 1 BRGX-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 . 0- 0-12 966 HGR 1.50" BC 2x4 DFL #1 & Btr. ' 2 25- 4- 4 972 3.50" 1.50" WEB 2x4 DFL STANDARD BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607 on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. BRG HANGER/CLIP NOTE Drainage must be provided to avoid ponding. 1 ort*HUCo Continuous lateral bracing attached to flat Support Connection(s)/Hanger(s) l are TC as indicated. Lumber must be structural not designed for horizontal loads. grade. Brace 0 24" o.c. unless noted. SEE SIMPSON CATALOG PLATING BASED ON GREEN LUMBER VALUES., FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : i L/999 MEM 9-10 (LIVE) LC 1 L- -0.12" D= -0.16" T- -0.28" TC 1-2 COMP. DUR. / TENS. DUR.) CSI 0 1.6 / 0 1.25)3 0.23 2 21 413 - Const. Frammi ng Spe 3-4 2141((1.25))/ 315 1.60)) 0.32 4-5 -3031(1.25)/ 24(1. 0) 0.45 ® C�115(1u66)% TEqSj(DU25) 687 0.33 7-8 -381(1.60)/ 1437(((1.25) 0.41 8-9 -746((1.60))/ 2701((1.253 0.51 9-10 -718(1.0 / 2729(1.25) 0.45 C�133(lUzj3� TENS3(1 1N6 u60) OC 2-6 -1000(1.25))/ 235(1.60) 0.89 2-7 3-7 -127((1.60))/ -1237(1.25)/ 873((1.25)) 0.35 362 1.60 0.85 3-1 -2414-12 1287((1.603 8 -765(1.25)// 0.41 4-9 / 121(0.90) 0.07 10- -4 ®Web bracing required at each location shown. See standard details (TX01087001-001 rev1). Plating spec • ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). End verticals are designed for axial loads only -unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 20-10-15 3 4 S .; 4-6-0 i 6.00 X Thisdesign based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 0- 0- 0 4- 6- 0 UPLIFT REACTION(S) - Support 1 -199 lb Support 2 -32 lb This truss is designed using the CBC -01 Code. 'Bldg Enclosed - Yes, Importance Factor a 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length - 90.00 ft, Bdg Width 48.00 ft Mean roof height - 14.46 ft, mph- 80 CBC Standard Occupancy, Dead Load 15.6 psf 10-7-11 SHIP B1 3 4 g2 VV 10860 3.001 -31 00 VN:308 -t 8 0-a-8 R:972 R:966 12-5-8 �' U:-32 LIA 99 12-5-8 25-6-0 '6 7 8 9 10' All connector plates are Trvswal 20 Oa. unless preceded by "M" for Nave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWX 20re Its. or "H" for 16 ga. from Tnuswal, positioned per Joint Detail Reports. Circled plates and false frame plates apositioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). r 6/12/2007 413 - Const. Frammi ng Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: 3IM MURPHY J This design la for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO' Drl ve_N_070264-LOOOOB_100001 ® and done in accordanca with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer mustewartain that Na loads Dsgnr: RM #LC = 16 WT: 186# T R U S WA L ufifimd on sus design most w -end the loading imposed by the kcal building code and the particular application. The design assumes that the top chord TC Live 16.00 psf LiveDur L=3.25 P=1.15 ariengtsheathing attached. unin otherwise I. laterallybraced3bytha roofer flow short of ompoents mechordisleterelly ducecedby component holy noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shell not ba placed in any a TC Snow 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS environment he moisture co 1-1.1 the wood to m¢ ed 19%arM/wcauseconnectorplot;corrosion. Fabricate.herdla.install TC Dead s 12.00 f p Re p M br Bnd / Comp / Tens and brace this truss in accordance vAth the IollovAng standards: 'Joint and Cutting Detail Repons'avatlablO as output froini T­1evnw . BC Live 0.00 psf 1.15 / 1.00 / 1.00 J1WBuilding ComponentsGroup ,Inc . BC Dead 10.00 psf 0.C.Spacing 2- 0- 0 1ANSUTPI1'•WTCAV-WoodTrussCouncilofAmericaStandardDesignResponsibilities.'BUILDINGCOMPONENTSAFETYINFORMATION- 4446 NorthperhDr.Sm.102,Colo.Spgs,CO80807SCSI "3) and'BCSI SUMMARY SHEETS'byWTCAand TPI. The Truss Plate Institute(TPI)is located at 683 O'Onofrio Drive, Madison,TRUSPLUS 6.0 VER: T6.5.5Wisconsin 53719. The American Forest and Paper Asso6ation (AFPA) is located at 1111 19th Street. NW. Ste 800. Washington. DC 20030. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: G10 Qtv: 2 BRG X -LOC REACT SIZE REQ'D TC 2x-4 DFL #1 & Btr.' Plating spec • ANSI/TPI - 1995 1 0- 0-12 3609 HGR 1.92" BC 2x6 DFL SS THIS DESIGN IS THE COMPOSITE RESULT OF 2 25- 4- 4 3633 3.50" 1.94" WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. BRG REQUIREMENTS shown are based ONLY GBL-BLK 2x4 .DFL STANDARD IF HANGERS ARE INDICATED -ON THIS DRAWING, on the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT41607. THEY ARE BASED ON 1.5" HANGER NAILS FOR BRG MANGER/CLIP NOTE Loaded for 10 PSF:non-concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY 1 Hangger TBE- +HANCER(S) TO BE ENGINEERED + + + + + + + + + + + + + + + + + + + + + + GIRDERS. IF 2.5" CUN NAILS ARE USED, THE Support Connection(s)/Hanger(s) are Nail pattern shown is for PLF loads and HANGERS MUST BE RE-EVALUATED (BY OTHERS). not designed for horizontal loads. point loads converted to PLF loads only. Concentrated loads Drainage must be provided to avoid ponding. MAX DEFLECTION (span) : MUST be distributed to Permanent bracing is required (by others) to L/999 MEM 8-9 (LIVE) LC 1 each ply equally. Multi -ply with hangers are prevent rotation/toppling. See BCSI 1-03 L= -0.02" D= -0.20" T= -0.21" based on hanger nails using 3.0" nails min. and ANSI/TPI 1. CRITICAL NEMBER FORCES: into the carr in member. Y If itional fasteners for Na use ads uate staples for able blocks. Tc CONP.(WR.)/ TENS.(DUR.) CSI 1-2-1z27(o.90)/ 0.10 shown, use ad point loads from the back plyst distributed BUILDING DESIGNER MUST VERIFY GABLE LOADS! 1+) gable bracing required 0 58" intervals, 2-3-ldo6(o.90)/ 0.23 symm. around the hanger in the chords. if exposed to wind load applied to face. a -s -seai o.so3% 0.41 Use any other approved detail (by others). See "General Cable Details', C002065035. IF 2.5• GUN NAILS ARE USED,'ANY NAIL CLUSTER . BC CONP.(DUR.)/ TENS.(DUR.) CSl AMOUNTS SHOWN MUST BE INSTALLED FROM THE Continuous lateral bracing attached to flat 6-7 0C(0.90))/ 41S(1.60) 0.32 -3036<0.90 FRONT AND BACK FACE EQUALLY (TOTAL NAILS - TC as indicated. Lumber must be structural 7-B / 0.63 8-9 / 4997(0.903 0.73 DOUBLE THE AMOUNT SHOWN). grade. Brace 0 24" o.c. unless noted. 9-10 / 5037 (0.9o) 0.61 10d - 10d NAILS, SDS - Simpson SDS screws P PLATING BASED ON GREEN LUMBER VALUES. or equivalent substitute. WB COMP.(DUR.)/ rENs.(DOR.> csi (+) a Special Connection Req. (by,others) 1-6 -2821(0.90)/ 0.78 1-7 / 3031 0.90 0.86 +++ +++++++++++++++++++ 2-7 / 471 0.90 0.13 3-7 2 -PLY! Nail w/lOd COMMON staggered(pper NDS) in: TC- 2 2 WEBS- F00T!++ -2554(0.90)/ 0.63 3-8 / 2564(0.90) 0.72 BC- 2 PER Cluster screws, if shown are 3" 1 nn. i 21-7_-15 4-8 -2051(0.90)/ 0.36 4-9 / 1594(0.90) 0.45 { 3 4 5 1 2 FLYS , REQUIRED 10-1'I1Q 4 61 2-4 W:108 R:3609 i U:-437 25-6-0 r6 7 8 9 10 1 TYPICAL PLATE: 1.5-3 10-11-11 SHIP 3-10 x. 0-4-3 B2 W:308 R:3633 U:-440 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 0- 0- 0 4- 2- 0 Required bearing widthsand bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) Support 1 -437 lb Support 2 -440 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone 'Hurricane/Ocean Line No Exp Category - C Bldg Length o 90.00 ft, Bldg Width 48.00 ft Mean roof height a 14.55 ft, mph 80 CBC Standard occupancy, Dead Load 15.6 psf ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 56.00 0- 0- 0 56.00 25- 6- 0 0.57 BC Vert 228.00 0- 0- 0 228.00 25- 6- 0 0.00 End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at' the end of the extensions have not been con sideredunless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). . All connector plates are Trusml 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., '•S" for SS 18 ga. freer Alpine; or preceded by "MX" for TkNX 20 ga. or "H" for 16 ga. from Trusaal, positioned per )pint Detail Reports. Circled plates and false framere plates apositioned as sham above. Shift gable stud plates to avoid overlap with structural plates (or staple). 6/12/2007 413 - Const. Frammii ng Spe A G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY ) This design Is for an individual building oomponent ml truss ayslam. 11 has been based on specifications provided by the component manufacturer W0 • Dri ve_N_070264_L000O8_J 00001 ® and done in accordance with the current melons of TPI and AFPA design standards. No responsibility is assumed for dimenslonat accuracy. Dimensions are to be vedfied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that tie loads Dsg n r : RM #LC = 16 WT: 312# T R U S WA L ullimd on this design meet or exceed the loading imposed by the meal building code and the Particular application. The design assumes that the lop chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 Is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS -ted. Bracing shorn is fw lateral suppon of components members only to reduce buckling length. This component shall ml be placed in any enNronmenithatwiitcausethemoimarowntentofthewoodto=and19%and/wcaeeeconnectorplatecorrosion. Fabricate. handle.instat TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordame with the following alandards:'Jwm am Cutting Detail Repona• -ilaue ae wtpul barn Truswal Wit -o. BC Live 0.00 psf 1.00 / 1.00 / 1.00 JM Building Components Group, Inc. 'ANSI/rPI 1'. WTCA 1'- Wood Truss Council of America Standard Design Reep-lbllifies.'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf 0. C. Spaci ng 2-.0- 0 4445 Northpwh Dr. Ste. 102, Colo. Spgs., c0 80007 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plata Institute (TPI) is located at 583 D•Omf io Drive. Madison, . TRU SPLUS 6.0 VER: T6.5.5 1 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated atIIII IOth.Street. NW, Ste 800. Washington, DC 20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC:.L/36 Job Name: MURPHY 2007 Truss ID: HAT01 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. '*[PMI -PLATE MONITOR USED -See Joint Reporti8 This design based on chord bracing applied 1 0- 1-12 226 3.50" 1.50" BC 2x4 DFL #1 & Btr. Plating spec • ANSI/TPI - 1995 per the following schedule: 24- 9- 0 215 3.50" 1.50" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF max o.c. from to BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER•ICBO RESEARCH REPORT #1607. MULTIPLE'LOAD CASES. TC 24.00" 1- 1-15 3- 7-13 on the truss material at each bearing Drainage must be provided toavoid ponding. IF HANGERS ARE INDICATED ON THIS DRAWING, UPLIFT REACTIONS) MAX DEFLECTION (span) : Continuous lateral bracing attached to flat THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 1 -46 lb L/999 MEM 6-7 (LIVE) LC 1- TC as indicated. Lumber must be structural 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 2 -46 lb L-'-0.02" D- -0.02" T- -0.04" CRITICAL MEMBER FORCES: grade. Brace 0 24" o.c. unless noted. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss is designed using the TC COMP. (DUR.)/ TENS. (OUR.) CSI PLATING BASED ON GREEN LUMBER VALUES., HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. 1-z ' iB 1.6o?/ 35(1.25) o.is Bldg Enclosed Yes, Importance Factor 1.00 2-3 39 0.90j/ 1 1.60)) 0.20 Truss Location - Not End Zone 3-4 -125 1.25 / 41 1.60 0.03 I Hurricane/Ocean Line No Exp Category - C BC CDMP.(OUR.>/ TENS.(WR.) CSI SBCD�o.90>/ 0(i.zs) 0.0o Bldg Length - 90.00 ft, Bldg Width 48.00 ft 6-7 / 39 0.90> 0.12 ' 7-8 -36(1.600)/ izi(1.25) 0.iz Mean roof height - 18.53 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf N'8 COMp.(DUR.)/ TENS.(WR.) CSI 2-6 / 64R 90) 0.04 3-7 -122(1.25)/ 83(1.60) 0.03 ' 1 2 3 4 6.00 ' 2-4-13 -6.00 T 5-6 5 6 0 1.11_2 34 34 1- -2 013 SHIP 04-3 1 1.5-4 1.5-4 B1 B2 W:308 W:308 R:226 R:215 LIA6 LIA6 0-4-7 5 6 I 4-10-12 7 8 All connector plates are TMswal 20 ga.-unless preceded by "N" for Nave 20 ga., "NS" for NS 20 ga., "S•• for SS I6 ga. from Alpine; or preceded by "MX" for ThMX 20 ga. or "N" for 26 ga. from Truswal, positioned per hint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 413 - Const. Frei pg Spe -WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY (�+l This design ie for an individual building component not buss system. It hes been based on specifications provided by the component manufacturer W0: Dri ve_N_070264_L00008_J 00001 ® and done in accordance with the current versions of TPI and AFPApealgn standards. No responsibilityis assumed for dimensional accuracy. Dimensions , DS RM are o be verified by the component manufacturer and/or building designer prior o fabrication. The building designer must ascertain that the loads g nr: #LC = 15 WT' 23# T R U S WA L ullimd on Otis design mea or exceed the loading impwed by the 1-1 build!", code and Na periocular application. The design assumes that the lop chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 islaterellybre ed bytherooforfloor sheathing and the bottom chord l3laterally braced byarigid sheathing material directly attached, unless otherwisa TC Snow 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS noted. Bracing anawm is far lateral support of components members only a reduce buckling length. This component shall not be placed in any environment that tx sturacontanlofthewoodtoa19%and/or cause connector plate Fabricate, handle•insoU TC sf Dead 12.00 p Re p Mbr Bnd / Comp / Tens and .Ie this truss inaccardancevm'the faloMngata"dards:aant and awngDetail Repona•available as output homTtisw.alsaftare, BC Live 0.00 psf 1.15 / 1.00 / 1.00 SM Building Components Group, Inc. 'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design'Responsibilifies,'BUILOINO COMPONENI SAFETY INFORMATION'- BC Dead 10.00 psf O. C,. Spaci ng 2- 0- 0 4445 Nonhpw* Dr. Sto. 102, Colo. Spgs, CO 80007 TRU SPLUS 6.0 VER: T6.5.5 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, wisconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 1 ft Street. NW, Ste . 800. Washington. DC 20038. Bldg Code: CBC -01 . DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: HAT02 Qtv: 1 BRCX-LOC REACT SIZE REQ'D 1 .0- 1-12 214 3.50" 1.50" 24- 9- 0 214 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC 1 L- 0.00" D- 0.00" Te 0.00" CRITICAL MEMBER FO3RCES: (( 3 1-2 Co218(11U:25)/ TENS9(1 u60) 0.03 1-2 -216(<(<1.2533/ 59 1 6863 0.03 5g6 C 17 (1u60)/ TE175(1:2 S) 0.04 4-5 17 1.60 / 175 1.25 0.04 WB COMP.(DUR.) TENS.(DUR.) CSI 2-5 48(0.90) 0.03 TC 2x4 DFL #1 & Btr. ' BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD PLATE VALUES PER ICBG RESEARCH REPORT #1607. May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS! (+I gable bracing required 0 16" intervals, 1 exposed to wind load applied to face. See "General Gable Details', C002065035. Diagonals shown are part of the structure of this truss and may not be removed. Sheathing maybe applied for additional support to resist lateral loads, by others, but is not required unless noted. Lateral loads have not been analyzed unless indicated. , Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) PLATING BASED ON GREEN LUMBER VALUES. t '2-5-6 t 2-5-6 t 1 i 2 3 6.00 x.00 5-A UPLIFT REACTIONS) : Support 1 -50 lb Support 2 -50 lb This truss is designed using the CBC -01 Code. Bldg Enclosed Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length - 90.00 ft. Bdg Width 48.00 ft Mean roof height - 18.85 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf 1-8-13 3.4 3-4 SHIP OL 1 1.5-4 B1 B2 W:308 W:308 R:214 R:214 U:-50 L 4-10-12 t U:-50 10;L- i 4 5 6 0I aal All connector plates. are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 Be. free Alpine; or preceded by "NX" for TkMX 20 ga. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shorn above. Shift gable stud plates to avoid overlap with structural plates (or staple). 6/12/2007 413 --Const. Frami pg spa Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY (GJ This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_070264_L00008_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds n r • RM g #LC = 15 WT ; 23# T R U S WA L utilized on this design meet or exceed Ore loading imposed by the 1=1 building code and the particular application. The design assumes that tha lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur . L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components members onty to reduce buckling length. This component shell not be placed in any en`°ronmentthetwill "me the moisture content of the woodtoexceed 19%and/or cause connector plateconosion. Fabricate. handle. install TC Dead 12.00 psf Rep Mbr Brill /Comp / Tens snob race this truss In accwdarce ifl, tlm fuilo,dng wandar :'Jointamd Cutting Dotoil Roponeovailoblo as output from Truswsl software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 JTW Building Components Group, Inc. 'ANSI/TPI V. WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4448 Nerthpmk Dv. Ste. 102, Colo. Sp it CO 80907 (SCSI, 1-03) and'BCSI SUMMARY SHEETS' by WTCA end TPI. The Truss Plate Institute (TPI) is locsled at 583 D'Onofrio Drive. Madison. TRUSPLUS 6.0 VER: T6.5.5 Wisconsin53719. The American Forest and Paper Association (AFPA) is l9cated at 1111 1M SpeeL NW. Ste 800. Washington. DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: HAT03 Qtv: 2 BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 1-12 214 3.50" 1.50" BC 2x4 DFL #1 &Btr. 2 4- 9- 0 214 3.50" 1.50" WEB 2x4 DFL STANDARD BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. on the truss material at each bearing + + + + + + + + + + + + + + + + + + + + + + MAX DEFLECTION (span) : Nail pattern shown is for PLF loads and L/999 MEM 4-5 (LIVE) LC 1 oint loads converted to PLF loads only. L- 0.00" D- 0.00" T- 0.00" Concentrated loads MUST be distributed to CRITICAL MEMBER FORCES: TC COMP TE%S each ply equally. Multi -ply with hangers are 9 1-2 .(DUR.)/ 1'.R.) CSI -218 1.25 / 59((1.603 0.02 based on hanger nails using 3.0" nails min. 2-3 -218 1.25 / 59 1.60 0.02 into the carrying member. TC Snow 1 psf If shown , use additional fasteners for point eC 4-5 COMP. <1111 / TENS.CDUR. CSI vs€1.25 0.02 loads from the back plys, distributed 5-6 _17S1.6o/ 1(1.60 / 175(((1.25))) 0.02 symm. around the hanger in the chords. enwronmontthatwillcausethemushunrrmtentofthewvodtoexceed19%and/or cause connector plate corrosion. Fabricate. handle, install and brace cos truss In accordance with the following standards: Joint and Cutting Detail Reports' available as ortpat from Truswal software. RC Live Use any other approved detail (by others). WB COMP.(DUR.)// TENS.(DUR.) Csi IF 2.5' GUN NAILS ARE USED, ANY NAIL CLUSTER 2-s 48(0.90) 0.01 AMOUNTS SHOWN MUST BE INSTALLED FROM THE 4445 Northpark D, Sh, 102, Colo. Spgs., co 80807 (BCSI 1.03) and •BCSI SUMMARY SHEETS' by WTCA and TPI. The Trues Rate Institute (TPI) is located at 583 D'Onohio Drive. Madison, FRONT AND BACK FACE EQUALLY (TOTAL NAILS - DOUBLE THE AMOUNT SHOWN). Wisconsin 53719. The American Forest and Paper Asscciegon(AFPA) Is located at IIII19thSueat,NW, St. 800,Washington. DC 20030. Bldg Code: 10d - 10d NAILS, SDS - Simpson SDS screws DEFL RATIO: L/360 TC: L/36 or equivalent substitute. . (°) Special Connection Req. (by others) Plating spec • ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS! [+] gable bracing required 0 16" intervals, if exposed to wind load applied to face. See General Gable Details', C002065035. Diagonals shown are part of the structure of this truss and may not be removed. Sheathing may be.applied for additional support to resist lateral loads, by others, but is not required unless noted. Lateral loads have not been analyzed unless indicated. PLATING BASED ON GREEN LUMBER VALUES. 2 -PLY! Nail w/lOd COMMON, staggered(pper NDS) in: TC -'2 BC- 2 WEBS- 2 ­PER FOOT!— Cluster screws, if shown, are 3" long. EEE i '2-5-6 t 2-5-6 i 2-PLYS i I 2 3 REQUIRED 6.00 x.00 UPLIFT REACTIONS) - All connector plates are Trvswel 20 Be. unless preceded by "M" for Me ve 20 ga. , "HS" for HIS 20 ga. , "S" for SS 16 Be. from Alpine; or preceded by "NX" for Ti 20 ge. or "H" for 16 ga. from TrusmII positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Support 1 -50 lb Support 2 -50 lb 413 - Const. Frji pg Spe This truss is designed using the Cust: JIM MURPHY ' CBC -01 Code. This design is for an individual building component not truss system. R has been based on apecmoations provided by the component manufacturer Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location = Not End Zone ® Hurricane/Ocean Line - No,Exp Category - C Bldg Length - 90.00 ft, Bdg Width 48.00 ft Mean roof height - 18.85 ft, mph 80 CBC Standard Occupancy, Dead Load o 15.6 psf B1 14 All connector plates are Trvswel 20 Be. unless preceded by "M" for Me ve 20 ga. , "HS" for HIS 20 ga. , "S" for SS 16 Be. from Alpine; or preceded by "NX" for Ti 20 ge. or "H" for 16 ga. from TrusmII positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). R/1 2/2nn7 413 - Const. Frji pg Spe A Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY ' (�J This design is for an individual building component not truss system. R has been based on apecmoations provided by the component manufacturer W0: Dri ve-N_070264_L00008-J 00001 ® and done in sccordance with the current versions of TPI and AFPA design standards. No responsibility is assumed la dimmsionat accuracy. Dimensions Dsg n r : RM #LC 1$ WT 2 3# ere to be verified by the mOmponenl manufacturer and/or building djalgner prior to rabdcatfon. The building designer must ascertain .1 the leads = : T R U S WA L utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf 6.00 Li veDu r L=1.2 5 P=1.15 LiveSnowDUr I. laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 1 psf L=1.15 P=1.15 -led. Bracing shown is for lateral suppon of components members only to reduce buckling length. This component shall not be placed in any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens � SYSTEMS enwronmontthatwillcausethemushunrrmtentofthewvodtoexceed19%and/or cause connector plate corrosion. Fabricate. handle, install and brace cos truss In accordance with the following standards: Joint and Cutting Detail Reports' available as ortpat from Truswal software. RC Live 0.00 psf 1.00 /.1.00 / 1.00 ir*Building Components Group, Inc. 'ANSIrrPI 1', WTCA V- Wood Trues Council of America Standard Design Reaponsibilitim, *BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpark D, Sh, 102, Colo. Spgs., co 80807 (BCSI 1.03) and •BCSI SUMMARY SHEETS' by WTCA and TPI. The Trues Rate Institute (TPI) is located at 583 D'Onohio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Paper Asscciegon(AFPA) Is located at IIII19thSueat,NW, St. 800,Washington. DC 20030. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 All connector plates are Truswal 20 ga. unless preceded by "M" for Mave 20 ga., "ILS" for HS 20 ga., us" for'SS 18 Be. frcn Alpine; or preceded by "MX" for TWX 20 ga. or "M" for 16 Be. frets Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Truss ID: J02-4 1 Qty: 2 BRG X -LOC REACT SIZE REQ'D ITC 2x4 DFL #1 & Btr. Plating spec - ANSI/TPI - 1995 UPLIFT REACTION(S) - W0: Dri ve_N_070264_L00008-100001 1 0- 1-12 208 3.50" 1.50" BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -35 lb 2 1-11- 0 64 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT -41607. MULTIPLE LOAD CASES. Support 2 -24 lb 3 4- 1- 5 36 1.50" 1.50" Mark all interior bearingg locations. .. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the BRG REQUIREMENTS shown are based ONLY Install interior supports) before erection. THEY ARE BASED ON 1.S" HANGER NAILS FOR CBC -01 Code. Rep Mbr Bnd / Comp / Tens on the truss material at each bearing MAX DEFLECTION (span) : Shim bearings (if needed) for req. support. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed - Yes, Importance Factor - 1.00 L/999 MEM 3-4 (LIVE) LC 17 L- 0.00" D- -0.01" T- -0.01" PLATING BASED ON GREEN LUMBER VALUES.- GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location - Not Hurricane/Ocean Line End Zone No Exp Category - C CRITICAL MEMBER FORCES: Bldg Length 90.00 g g ft, Bldg g Width - 48.00 ft ' TC COMP.(DUR.)/ TENS.(DUR.) CSI 1-2 -23(1.60)/ 22(1.25) 0.05 CBC -01 DEFL RATIO: L/360 TC: L/18 Mean roof height - CBC Standard occupancy, 9.57 ft, mph - 80 Dead Load - 15.6'psf 2-0 -2(1.25))/ 2((1.60)) 0.00 CS COMPo(1U60)/ TEISJ( 3BC 60) 0 06 4-0 0(((1.25))/ 0.00 I 1 2 61 00 B2 W:108 111 R:64 tITT U:-24 10 i3 61 W:308 R:208 U:-35 1-11-12 B3 108 1 R:36 U: V11 - All connector plates are Truswal 20 ga. unless preceded by "M" for Mave 20 ga., "ILS" for HS 20 ga., us" for'SS 18 Be. frcn Alpine; or preceded by "MX" for TWX 20 ga. or "M" for 16 Be. frets Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 1 '� 6/12/2007 413 - Const. Frj pg. Spe (�+J Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY This design is for an individual building component not was system. It has.baan based a, specifications provided by the component manufacturer W0: Dri ve_N_070264_L00008-100001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibilityis assumed for dimmalonal accuracy. Dimensions . are to be verified by the component manufacturer and/or building designer prior to fabrication. Thebuildirgdesignermustascertain that the foods Dsgnr: RM #LC = 17 WT: 15# T R U S WA L utilized on this design mast or exceed that the loading imposed by the local building code and the particular application. The design assumes at the top chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid ahmthing material directly attached, unless otherwise TC Snow 0.00 psf STIOWDU r L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of compha,ants mamboro only to rerhmn buckling langth. This component shall not be placed in any envronmanIthatWitcausethemoisturecontentofthe—odtoexceed19%and/or cause connector plate corrosion. Fabdcate.hanme,inslan TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens §150 Building Components Group, Inc. and brace this Was in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSITPI '. 'But BC Live 0.00 psf 1.15 / 1.00 / 1,00 I WTCA V - Wood Truss Council of Am once Standard Design Responsibilities, UDI NO COMPONENT SAFETY I NFORMATION* - BC Dead 10.00 psf O.C.Spacing 2- 0- 0 4448 Northpark Dr. SIo. 102, Colo. Spite., c0 80907 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plate Institute (TPI) is located at SW D'Orahio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated al111119thStreet NW. St. 800.Washington. DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 lJob Name: MURPHY 2007 Truss ID: J02 Qtv: 5. BRGX-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1. 0- 1-12 210 3.50" 1.50" BC 2x4 DFL #1 & Btr. 2 1-11- 0 86 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. 35-11- 4 49 1.50" 1.50" Mark all interior bearing locations. BRG REQUIREMENTS shown are based ONLY Install interior support(s) before erection. on the truss material at each bearing Shim bearings (if needed) for req. support. MAX DEFLECTION .(s an) : PLATING BASED ON GREEN LUMBER VALUES. L/999 MEM 3-4 (LIVE) LC 17 L- 0.00" D- -0.03" T- -0.03". CRITICAL MEMBER FORCES: TC COMP. OUR. / TENS.(DUR. CSI 1-2 -19 1.60 / 37(1.25 0.12 2-0 -2((1.25 / 2(1.60)) 0.00 4B0 COMPO(1UR�)� TEN .25 QOu 0) 0.012 0 1 Plating spec • ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) M. D0 UPLIFT REACTION(S) • Support 1 -33 lb All connector plates are Troswal 20 ga. unless preceded by "N^ for Neve 20 Ba., "HS" for NS 20 ga., '.'S^ for SS 18 Be. from Alpine; Support 2 -18 lb This truss is designed using the or preceded by "NX" for TWU 20 ga. or "N"ve. for 16 Be. from Troswal, positioned per Joint Detail Reports. Circled plates and false CBC -01 Code. A/Aoo� Bldg Enclosed a Yes, Importance Factor - 1.00 Truss Location a Not End Zone 413 - Const. Fr�m�i pg Spe Hurricane/Ocean Line Bldg Length 90.00 No Exp Category ft, Bidg Width 48.00 - C ft - Mean roof height 9.57 ft, 80 WO:Drive-N-002641-00008100001 - CBC Standard Occupancy, mph m Dead Load 15.6 psf VV1OB1 R:49 U: 5014, ' All connector plates are Troswal 20 ga. unless preceded by "N^ for Neve 20 Ba., "HS" for NS 20 ga., '.'S^ for SS 18 Be. from Alpine; or preceded by "NX" for TWU 20 ga. or "N"ve. for 16 Be. from Troswal, positioned per Joint Detail Reports. Circled plates and false A/Aoo� ' frame plates are positioned as shorn aboShift gable stud plates to avoid overlap with structural plates (or staple). 1 1 6/L L 413 - Const. Fr�m�i pg Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust:' JIM MURPHY J TN. design is for en individual building component -1 truss system. It has been based on specifications provided by the component manufacturer WO:Drive-N-002641-00008100001 ® and done in accordance with the current versions of TPN and AFPA design standard.. No responsibility is assumed for dimension l accuracy. Dimenaioru are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds n r • RM 9 # LC = 17 Wl-' 18# T R U S WA L is Int on this design meet er exceed! the imposed by the Notal building bade and the me that the rap d TC Live 16.00 psf Li veDu r L=1.2 5 P=1.15 tloading gid ahem ing oration. and the bottom chord lalaterally braced by a rigidtheThiscmateriel din«Uyott directly tt ched. un e otherwise is laterally bracesings bytheroofat TC Snow 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS rats support f dI.aless noted. Bracing shown Is (er lateral support of components mambero only to reduce buckling length. This component shall not nd placed in any be placed -virenmenlma'"""cause ma mo al°re -1-1 .1 to =-I.. m -..u- connector pl-ate corroson. Fabricate. handle. install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens Old wase thistruss ss in accordance with the fallowing standards: 'Joint and Cueing Detail Repon.' evailable as output from T-1 software. BC Live _. 0.00 psf 1.15 / 1.00 / 1.00 SM Building Components Group, Inc. 'ANSIrrPI V. WTCA 1'- Wood Truss Council of America Standard Design Responsibiliflaa•'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4008 Northioark On Ste. 102, Cdo. !"a". 80007 coT6.5.5 us (SCSI 1-03) and SUMMARY SHEETS' by WTCA and TPI. The Truss plate Institute (TPI) is located at 583 Donofrio Drive. Madison. TRUSPLUS 6.0 VER: Wiacon3inS3716. TheAmedcanFo.tendPepwAsaociabon(AFPA)islxioda1171119th Street. NW, Ste 800.Washington. DC20038. Bldg Code: CBC -01 DER RATIO: L/360 TC: L/18 Job Name: MURPHY 2007 Truss ID: J04-4 Qtv: 2 BRG X -LOC REACT SIZE REQ 'D TC 2x4 DFI. #1 & Btr. 1 0- 1-12 269 3.50" 1.50" BC 2x4 DFL #1 & Btr. 2 3-11- 0 99 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. 3 3-11- 4 49 1.50" 1.50" Mark all interior bearing@ locations. BRG REQUIREMENTS shown are based ONLY Install interior supports) before erection. on the truss material at each bearing Shim bearings (if needed) for req. support. MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES.I L/999 MEM 3-4 (LIVE) LC 1 L- -0.01" D° -0.01" T- -0.02" CRITICAL MEM((((BER FORCES; (( )) 2720 COM 52 (1.25)/ 7EN52 (1.60) O.00I 1-2 56 1.60 / 43 1.25 0.12 BC COMP.(DUR.)/ TENS 11UR.) CSI 3-4 0(1.253/ 64(1.603 0.09 4-0 0(1.25 / 0(1.60 0.00 Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) 0 F6_0 0 i 1-6-0 I 4-0-0 I 3 4i B2 W:108 R:99 UAII 2 -1 3-0-13 SHIP B 08 R:49 U: UPLIFT REACTIONS) . Support 1 -43 lb Support 2 -61 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location = Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length - 90.00 ft, Bdg Width 48.00 ft Mean roof'height - 10.07 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf VI4 All'connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by W4X" for TWX 20 Be. or "N" for 16 ga. from Tru -1, positioned per Joint Detail Reports. Circled plates and false framere plates epositioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 6,12/2007 413 - Const. Fr mmii pg Spe (CAl Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY Thio design is for an individual building component not vise system. n has been based on specifications provided by the component manufacturer WO • D r i ve_N_0702 64_L00008_J 00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the coon npent manufacturer and/or building drd igner prior fabrication. The building designer must ascertain that the loads Ds g n r' RM #LC = 15 WT 1$# T R U S WA L utilized on this design most or exceed the loading Imposed by the local building Doan and the parts -W application. The design assume§ that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing mate .daldirectiyattached. uNessotherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 SYSTEMS noted. &acing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any that mdehnec TC Dead 12.00 psi Rep Mbr Bnd / Comp / Tens ® environment w^Iicause the 1-1 of the vied oaxeadl0%edocaueawnnecto plate corrosion. Fabricate. hadle.Install and brace this truss in accordance with the fallowing otandaras:'Joint and Cutting Derail Reports' available ae output from Tn,ewal sofMare• BC Live 0.00 psf 1.15 / 1.00 / 1.00 JIM Building Components Group, Inc. •ANSIfrPI 1'. WTCA 1'- Woo! Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf 0. C. Spaci ng 2- 07 0 4448 Northpark Or. Ste. 101, Colo. Spgs., co 80907 (BCSI 1.03) and'BCSI SUMMARY SHEETS by WTCA and TPI. The Truss Plata Institute (TPI) is located at 583 D'Onofrio Drive, Madison. TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 63719. The American Forest and PeperAssociation(AFPA)islocated atIIII I 9th Street. NW. Ste 800. Washington. DC 20038. Bldg Code: . CBC -01 DEFL RATIO: L/360 TC: L/18 Job Name: MURPHY 2007 Truss ID: J04 Qtv: 5 BRG . X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 1-12 288 3.50" 1.50" BC 2x4 DFL #1 &-Btr. 2 3-11- 0 111 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. 3 5-11- 4 58 1.50" 1.50" Mark all interior bearingg locations. BRG REQUIREMENTS shown are based ONLY Install interior supports) before erection. on the truss material at each bearing Shim bearings (if needed) for req. support. MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. - L/999 MEM 3-4 (LIVE) LC 17 L- -0.01" D- -0.04" T- -0.05" CRITICAL MEMBER FORCES: TC COMP. ((DUR.))/ TENS.(DUR.) CSI 1-2 -55(1.603/ 48(1.253 0.16 r 2-0 -2C(1.25 / 2(1.60 0.00 313C COMP.(WR./ TEN8S0DUR0) 0CSI -4 01.60 .6 14 4-0 0160 1.25 0.00 Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) 61 00 6-0-0 b 3 4 211 3-0-13 1 SHIP B3 1 W:108 R:58 LI: UPLIFT REACTION(S) ' Support 1 -36 lb Support 2 -57 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes,.Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length 7 90.00 ft, Bdg Width 48.00 ft Mean roof height a 10.07 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6-psf . __ :01`w All connector plates are Truswel 20 ga. unless preceded by "M" for Move 10 ga., "16" for NS 10 ga., "S" for SS 18.ga. fromAlpine; or preceded by "RX" for ThMX 20 ga. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false re frame plates apositioned as shorn above. Shift gable stud plates to avoid overlap with structural ctural plates (or staple). 6/12/2007 413 - Const. Frammi ng spa Read all notes.on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY J This design is for an individual building component not was syat-. It nae been based on specift.0-a p-Idad by the component manufacturer W0: Dri ve_N_070264_L00008-700001 ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be wri%d by the component manufacturer and/or building designer prior to fabrication. The building designer must ascenain that the loots Dsgnr: RM #LC .= 17 WT: 22# T R U S WA L utilized on this design meat or a)" the loading imposed by the local building code and the particular application. The design a-.. that Ore top chord TC Live 16.00 psf L i veDu r. L=1.25 P=1.15 I. laterally braced by the rod w ac or floor sheathing and the bottom chard is laterally bred by a rigid sheathing material directly attached• unless otherwise TC Snow 0.00 PSf. P SnowDu r L=1.15 P=1.15 ® SYSTEMS noted. liradng shown en is for lateral support of components members only to reduce buckling length. This component shall not be placed in any ar-i-entlhdwdlcaus fi isturacone-ofOrewoodtoeu-l-end/orc auseconnectorplate wnosian. Fabricate. handle. install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the follow ng standards:'Joint and Cutting Detail Report;' avoilable as output from Truswal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 IIiN►Building Components GfOUp, Inc 'ANSI/rPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4446 Nonhpwk Dr. Ste. 102, Colo. Spg&, CO 80807 (!CSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss plate Institute (TPI) Is located at 583 O'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 Wteconstn53719. The American Forest and Paper Association (AFPA)islocated at111,1gthSbeel. NW. Ste 800.Washington, DC'20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 Job Name: MURPHY 2007 WARNING Read all notes on this sheet and give a copy ofit to the Erecting Contractor. Truss ID: J06-4 Qty: 2 BRG X-L()C- REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. - Plating spec • ANSI/TPI - 1995 UPLIFT REACTIONS) ' are to be verified by me component manufacturer and/or building designer prior b fabrication. The building designer must ascertain that the loads utlilmd on INC design meet or weed the loading Imposed by the local building code and the particular application. The design assumes that the top chord 1 0- 2-12 259 5.50" 1.50" BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF - Support 1 -11 lb S nowDu r L=1.15 P=1.15 2 4-.0-12 206 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -133 lb will "use moisture content ofwood cause connector plateconosion. Fabricate, handle, and brace this oras in accordance with the following su ndards:'Jant and Cutting Detail Reports• available as output from Truswal software. 3 5-11- 0 36 1.50" 1.50" Mark all interior bearingg locations. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -33 lb 0. C. Spaci ng 2- 0- 0 4 3-11- 4 44 1.50" 1.50" Install interior supports) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the Wisconsin 53719. Th. American Forest andPaperAssociation(AFPA)I.locatedat111119thSbeet,NW.Ste800.Washington,OC20036. BRG REQUIREMENTS shown are based ONLY PLATING BASED ON GREEN LUMBER VALUES. 1 -PLY AND 3"HANGER NAILS FOR MULTI -PLY CBC -01 Code. on the truss material at each bearing GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed Yes, Importance Factor - 1.00 MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 17 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location - Not End Zone T- -0.01" Hurricane/Ocean Line - No Exp Category - C CR CAL0.ME RF RCE:: CRITICAL MEMBER FORCES: - Bldg Length - 90.00, t, Bldg 9 9 g Width - 48.00 ft 7C COMP. (OUR.)/ TENS.(DUR.) CSI 1-2 -1121.60/ 53(1.25) 00.11 Mean_r00f height - 10.07 ft, mph - 80 CBC Standard Occupancy, Dead Load - 15.6 psf 2-0 39 15 1.253 0.10 0-0 -2 1.25 / 2 1.60 0.00 - BC COMP.(DUR.)/ TEMS.(DUR.) CSI - 3-4 0(1.60)/ 126(1.60) 0.07 4-0 0(0.90)/ 0(1.25) 0.00 2 61 00 16.0 f 4-0-0 3 4' OVER 4 SUPPORTS ' B3 W:108 R:36 U:-33 2-3 4-0-13 1 SHIP All connector plates ere Troswal 20 Be. unless preceded by "W" for Wave 20 ga., "IB" for HS 20 ga., u5" for SS 18 ga. from Alpine; or preceded by "MX" for TMMX 20 Be. or "N" for 16 Be. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates Cor staple). 6/12/2007 413 - Const. Fr N pg Spe WARNING Read all notes on this sheet and give a copy ofit to the Erecting Contractor. Cust: ]IM MURPHY l This design is for an individual building compomnl not truss system. It has been based on apecifications provided by the component manufacturer WO •Drive-N_070264_L00008_300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility la assumed for dimensional accuracy. Dimensions Ds n r • RM /tLC = 17 WT • 22# g T R U S WA L are to be verified by me component manufacturer and/or building designer prior b fabrication. The building designer must ascertain that the loads utlilmd on INC design meet or weed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf S nowDu r L=1.15 P=1.15 SYSTEMS fxr noted. &acing awn is for lateral suppon of oomponents rs pr membey to reduce buckling length. This component shall not be placed in any enwronmentthat the the toa"19%and/or 'install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® #rW will "use moisture content ofwood cause connector plateconosion. Fabricate, handle, and brace this oras in accordance with the following su ndards:'Jant and Cutting Detail Reports• available as output from Truswal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Building Components Group, Inc. 'ANSIrTPI 1', WTCA 1'. Wood Truss Council of America Standard Design Responsibilities. 'BUILDI NO COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf. 0. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Sta. 107, Colo. Ssg1, CO 80907 (BCSI "3) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onohio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. Th. American Forest andPaperAssociation(AFPA)I.locatedat111119thSbeet,NW.Ste800.Washington,OC20036. Bjdg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 Job Name: MURPHY 2007 Truss ID: J06 QW: 5 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating spec ' ANSI/TPI - 1995 1 0- 1-12 345 3.50" 1.50" BC 2 x 4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF 2 5-11- 0 150 1.50" 1.50" PLATE VALUES PER ICBG RESEARCH REPORT #1607. MULTIPLE LOAD CASES. 3 -5-11- 4 74 1.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, BRG REQUIREMENTS shown are based ONLY Mark all interior bearingg locations. THEY ARE BASED ON 1.5" HANGER NAILS FOR on the truss material at each bearing Install interior supports) before erection. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY MAX DEFLECTION (span) : Shim bearings (if needed) for.req. support.' GIRDERS. IF 2.5" GUN NAILS ARE USED, THE L/999 MEM 3-4 (LIVE) LC 1 - PLATING BASED ON GREEN LUMBER VALUES. HANGERS MUST BE RE-EVALUATED (BY OTHERS) L- -0.03" D= -0.06" T- -0.09" 1', WTCA V • Wood Truce Council of America Standard Design Responaibilitiae,'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf CRITICAL 4446 NwthpeR Dr. Sta. 102, Colo. Split.,CO 80907 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plate Institute (TPI) is located at 583 Donofrio Drive, Madison, COMPM(�DEUR. ))/CETENS.((DUR.)) CSI TRUSPLUS 6.0 VER: T6.5.5 Wisconsin5371g. The ArnedconForest and Paw Association (AFPA) is located at I I I I Ift Street. NW. Ste 800. Washington, DC 2W36. Bldg Code: Il 2 2-0 --2(1.25)% 62(1.60) 0.29 0.00 BC COMP. DUR. / TENS.(DUR. CSI 3-4 0 1.25 / 129(1.60 0.20 4-0 0 0.90 / 0(0.90 0.00 61 00 6-0-0 1 3 4 B2 W:108 R:150 U:-91 3- -1 4-0-13 SHIP W:108 R:74. U: -UPLIFT REACTION(S) Support 1 -45 lb Support 2 -91 lb This truss is designed using the CBC -0 1 Code.. Bldg Enclosed m Yes, Importance Factor - 1.00 Trus s.Location - Not End Zone Hurricane/Ocean Line No Exp Category - C Bldg Length - 90.00 ft, Bldg Width.= 48.00 ft Mean roof height - 10.57 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf All connector plates ere Tnvswal 20 Be. unless preceded by "H^ for Neve 20 Ba., "HS" for 115 20 pa., "5" for SS 18 ga. favi Alpine; or preceded by "NX" for TWX 20 ga. or "H^ for 16 ga. free Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shorn above. Shift gable stud plates to avoid overlap with structural plates (or staple). L L 6/1 2�2007 413 - Const. Frami(� g spa (tel Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY This design is for an Individual building component not buss system. It has been based on specifications provided by the component manufacturer WO' Dri ve_N_070264_L00008_J 00001 ® end done to accordance with the current versions of TPI and AFPA design standards. No responsibility is aswmad for dimensional accuracy. Dimensions • ere to ba verified by the component manufacturer and/or building deaigne prier to fabrication. The building designer must ascertain thal the loads Ds n r ' RM g #LC = 16 WT : 26# T R U S WA L ution this design meet or amend the loading imposed by me local building code and the particular application. The design assumes that the top chord . TC Live 16.00 psf Li veDu r L=1.25 P=1.15 Is laterally braced by the roof or Boor sheathing and the bottom chord Is laterally braced by a rigid shwtNrg material directly attached. unless otherwise TC 5 now ' 0.00 psf S nowDu r L=1.15 P=1.15 ® SYSTEMS noted.ltmd ted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall net be placed in any environment that will cause Ne mo s urs conlen of the wood to exriead 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 12.00 psf P Re Mb r Bnd / Com P p / Tens J7W Building Components Group, Inc. and mace vis truss in accordance with the following smndads: Joint and Gulling Detail Report available as output from Truawal software, 'ANSIRPI BC Live 0.00 psf 1.15 / 1.00 / 1.00 1', WTCA V • Wood Truce Council of America Standard Design Responaibilitiae,'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4446 NwthpeR Dr. Sta. 102, Colo. Split.,CO 80907 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plate Institute (TPI) is located at 583 Donofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin5371g. The ArnedconForest and Paw Association (AFPA) is located at I I I I Ift Street. NW. Ste 800. Washington, DC 2W36. Bldg Code: CBC -til DEFL RATIO: L/360 TC: L/18 Job Name: MURPHY 2007 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: J08-4 Qty: 2 BRG X -LOC REACT SIZE REQ'D TC. 2x4 DFL #1 & Btr. Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) .11 11 be verified by the component manufacture and/or building design« prior to fabrication. The building designer must ascenain that the loads 1 0- 2-12 259 5.50" 1.50" BC 2x4 DFL #1 & Btr.THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -133 lb 2 4- 0-12 •205 1.50" '1.50" PLATE VALUES PER ICBG RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 3 -59 lb mind. eraci�slgvmief«lateralsuppenofoomponanlamemb«aonlymredaaebaoui�Length. Thiereompanentshannotbeplacedinany environment that will come the moisture content oft,ewoodtotu"19%andhorcameconnectorplatecorrosion. Fabricate, handle. install 3 6- 0-12 108 1.50" 1.50" Mark all interior bearin@@ locations. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 4 -32 lb 1.15 / 1.00 / 1.00 4 7-11- 0 53 1.50" 1.50" . Install interior supports) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR .This truss is designed using the (SCSI 1.03) end'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 563 O'Omfrio Drive, Madison, 5 3-11- 4 44 1.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. 1 -PLY AND 3" HANGER NAILS 'FOR MULTI -PLY CBC -01 Code. DEFL RATIO: L/360 TC: L/18 BRG REQUIREMENTS shown are based ONLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed = Yes, Importance Factor 1.00 on the truss material at each bearing MAX DEFLECTION (span) HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location - Not End Zone L/999 MEM 3-4 (LIVE) LC Hurricane/Ocean Line No Exp Category C 0. T= -0.01" Bldg Length - 90.00 ft, Bldg Width - 48.00 ft CR CAL0.ME RF RCE:: CRITICAL MEMBER FORCES: Tc coNP.(DUR.)/ TENS.(DUR.) CSI � Mean roof height - 10.07 ft, mph 80 g P CBC Standard Occupancy, Dead Load 15.6 psf 1-2 .-163(1.60)/ 53(1.25) 0.11 2-0 73((1.603/ 21((1.253 0.10 0-0 27 1.25 / 22 1.25 0.03 ' 0-0 -2(1.25)/ 2(1.60) 0.00. Bc CONP.4 TENS. CSI 0((WR.))/ ((DUR.)) 0.07 170(1.25) 4-0 0(1.25)% 0.00 2 61 00 B4 W:108 R:53 3 U:-32 W:108 R:108 4- -1 2 U:-59 WAN 5-0-13 R:205 SHIP U:-133 2- -3 34 0-j-3 1 B1 S5 W:508 R:259 U: 4-0-12 ~ 4-0-0 3' 4' OVER 5 SUPPORTS All connector plates are Truswal 20 Be. unless preceded by "W" for Wave 20 ga., "NS" for NS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "NK" for TM7X 20 ga. or "N" for 16 ga. from Troswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates Car staple). 6/12/2007 413 - Const. Fr�m�i ng Spe WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY This design is for an individual building component not Wse system. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_070264_L00008_] 00001 ®This and done in accordance with the current versions of TPI and AFPA design standards. No rmpo 3lbility is assumed fw dimensional accuracy. Dimensions Dsg RM # LC .11 11 be verified by the component manufacture and/or building design« prior to fabrication. The building designer must ascenain that the loads n r : = .21 AT: 26# T R U S WA L ublimd of this design meet «exceed the loading imposed by the Ibcal building code and the Particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof « floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS mind. eraci�slgvmief«lateralsuppenofoomponanlamemb«aonlymredaaebaoui�Length. Thiereompanentshannotbeplacedinany environment that will come the moisture content oft,ewoodtotu"19%andhorcameconnectorplatecorrosion. Fabricate, handle. install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens JrW aro brace this truss in accordance with the following standards:'loint and Cutting Datail Reports' available as output from Truswal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Building Components Group, Inc. 'ANSItrPl 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibllitim.'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 pSf O. C. Spaci ng 2- 0- 0 4446 Northpark Dr. Sfo, 102, Colo. Sppa, CO 80907 (SCSI 1.03) end'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 563 O'Omfrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53710. The American Forest and Paper Association (AFPA) is lccatedl at 1111 Ift StreaL NW. Ste 800. Washington, DC 20030. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 M Job Name: MURPHY 2007 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Str. 1 0- 1-12 320 3.50" 1.50" BC 2x4 DFL #1 & Btr. 2 6- 0-12 328 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. 3 7-11- 0 16 1.50" 1:50" Loaded for 10 PSF non -concurrent BCLL. 4 S-11- 4 68 1.50" 1.50" Mark'all interior bearingg locations. BRG REQUIREMENTS shown are based ONLY Install interior supports) before erection. on the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 18 L- -0.02" D= -0.05" T- -0.07" CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS.(DUR.) CSI 1-2-145 1.60)/ 83(1.25) 0.27 2-0 -64 1.253/ 8(1.603 0.26 0-0 -2 1.25 / 2(1.60 0.00' BC COMP. (DUR. / TENS.(DUR. CSI 3_4 0(1.253/ 174(1.603 0.17 4.0 . 0(1.25)/ 0(1.25) 0.00 Truss ID: J08 Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF - MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, 'THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). 2 6r 00 6-0-0 3 41 OVER 4 SUPPORTS 83 W:108 R:16 U:-70 _3 5-0-13 SHIP L All connector plates are Truswal 20 Be. unless preceded by "M" for Me- 20 ea., "NS" for ILS 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "MX" for TWX 20 Ba. or "H" for 16 Be. from Truswal, positioned per Joint Detafl Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 5 UPLIFT REACTION(S) ' Support 1 -8 lb Support 2 -199 lb - Support 3 -70 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No Exp Category m C Bldg Length a 90.00 ft, Bldg Width 48.00 ft Mean roof height - 10.57 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf vit- 413 - Const. Fra spe WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY > This design is for an irdiAdual building component not trues system. It has been based on specifications provided by the component manufacturer WO • D ri ve_N-070264-L00008_J 00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds n r • RM # LC = 18 WT' 30# g - T R U S WA L ere to be verified by the component manufacturer andtor building designer prior to feboic Ow. The building designer must ascertain that the loads "Ili- on this design meat or exceed the loading imposed by the local building code and the particular appllcation. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf S nowDu r L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components membana ordy to reduce buckling tength. This component shall not ba placed in any environment that will cause the moisture content of the wood to =eed 19% andfor cause connector plate conasim. Fabricate, handle. Install TC Dead 12.00 psf . Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting oetall Reports' available as output from Truswal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 ATW Building Components Group, Inc. 'AMSI/TPI t', WTCA 1' - Wood Tmas Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION - BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Ste. 102, Colo. Spga, Co 80807 TRUS PLUS 6.0 VER: T6.5.5 (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'On thio Drive, Madison, 4 Wisconsin 53719. Th. American Forest and Pop. Association (AFPA) is located at 111118th Street. NW. Ste 800, Washington. DC 20030. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 Job Name: MURPHY 2007 Truss ID: J10 Qty: 4 ERG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating spec ' ANSI/TPI - 1995. UPLIFT REACTION(S) ' 1 0- 1-12 320 3.50 1.50" BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -202 lb 2 6- 0-12 334 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT41607. MULTIPLE LOAD CASES. Support 3 -59 lb 3 8- 0-12 73 1.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED'ON THIS DRAWING, Support 4 -37 lb' 4 9-11- 0 64 1.50" 1.50" ' Mark all interior.bearingg locations. ; THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the 5 5-11- 4 68 1.50" 1.50" Install interior supports) before erection. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. BRG REQUIREMENTS shown are based ONLY PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed a Yes, Importance Factor a 1.00 on the truss material at each be 5 nowDu r L=1.15 P=1.15 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location - Not End Zone MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 18 12.00 psf Rep Mbr Bnd / Comp / Tens Hurricane/Ocean Line No Exp Category - C Bldg Length 90.00 ft, Bldg Width 48.00 ft -0.05" T= -0.07" -CAL BC Live 0.00 psf Mean roof height 10.57 ft, 80 CR ME RF CRITICAL CSI UCONP (96 'ANSIfrPI V. WTCA 1'. Wood Truss Council of America Standard Design Responsibilpfim, BUILDING COMPONENT SAFETY INFORMATION'. BC Dead - mph CBC Standard Occupancy, Dead Load 15.6 psf (DUR.))/CETENS.((DUR.)) 1-2 2-0 -166(1.25)/ 68(1.253 0.21 26 4448 Northpark Or. Ste. 102, Colo. Spgs., CO 90007(BCSI TRUSPLUS 6.0 VER: T6.5.5 1.03) end SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, 0-0 32(1.60)/ 27(1.25 0.05 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 11 it l9th Street. NW. Ste 800. Washington. OC 20038. 0-0 -2(1.25)/ 2(1.60) 0.00 CBC -01 DEFL RATIO: L/360 TC: L/18 BC CORP. TENS.((DUR.))) CSI ((DUR.))/ 0 17 210(1. 4-0 0(1.25)/ 0) 0.00 5 -1 I 0-4-3 16.00 1-6-0 ' 6-0-0 3 4' OVER 5 SUPPORTS 84 W:108 R:64 U:-37 6-0-13 3 SHIP l All connector plates are Truswal 20 p Be.ga. unless preceded by "N^ for Wave 20 ga., "IB" for NS 10 ga., "5" for SS 18ga. from Alpine; or preceded by "MX" for TAMX 20 ga. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates end false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 6/12/2007 413 - Const. Fr mmii yg Spe R Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY This design is for an individual building component rot truss system. N has been based on specifications provided by the component manufacturer WO' Dri ve_N_070264_L00008_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed fw dimensional accuracy. Dimensions Ds RM #LC 22 WT: are to be verified by the component manufacturer and/or building designer prim to fabrication. The building designer must awarlon that the loads g n r : = 34# T R U S WA L utilized on this design meat or -eed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or ficor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf 5 nowDu r L=1.15 P=1.15 SYSTEMS noted. Bracing at~ is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® environment -.will cause the mbislurecontentofthe woodtoexceed I..and/or cause connector platacorro -. Fabricate, handle, install and brace this mss In -dance with the following standards: 'Joint and cutting Detail Repons' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 RM / Building Components Group, Inc. 'ANSIfrPI V. WTCA 1'. Wood Truss Council of America Standard Design Responsibilpfim, BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf 0. C. Spaci ng 2-:0- 0 4448 Northpark Or. Ste. 102, Colo. Spgs., CO 90007(BCSI TRUSPLUS 6.0 VER: T6.5.5 1.03) end SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 11 it l9th Street. NW. Ste 800. Washington. OC 20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 Job Name: MURPHY 2007 Truss ID: J10S ON: 1 BRG X -LOC REACT SIZE REQ'D 1 2- 7-12 571 3.50" 1.50" 2 6- 0-12 175 1.50" 1.50" 3 8- 0-12 118 1.50" 1.50" 4 10- 0-12 128 1.50" 1.50" 5 11-11- 0 48 1.50" 1.50" 6 5-11- 4 40 1.50" ' 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC 34 L- 0.01" D- 0.00" T- 0.01" MAX DEFLECTION (cant) : L/999 MEM 4-5 (LIVE) LC 34 L- -0.01" D- -0.01" T. -0.02" CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS.(DUR.) CSI OL- 1 0 1.25 / 38(1.25) 0.10 1-2 -145 1.60 / 435 1.25) 0.15 2-3 -203 1.60 / 42 1.253 0.10 3-0 -126 1.60 / 26 1.25 0.07 0-0 _81(1.60)/ 29(1.25) 0.04 0-0 29((1.253/ 20((1.25)) 0.03 0-0 -2(1.25 / 2 1.60) 0.00 4 5 COMP 60(((OUZS3)� TE187(((0.R.6033 0.04 7-0 330(1.25))/ 180((1.25) 0.00 6-7 0 1.25 / 301 1.60 0.09 WB CTP.(D.R.)/ TENS.(DUR.) CSI 2-S -523(1.25)/ 0.06 2-6 -58(1.60)/ 372(1.25) 0.15 TC 2x4 DFL #1 & Btr. Plating spec • ANSI/TPI - 1995 BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR Mark all interior bearin@@ locations. . ' 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Install interior supports) before erection. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE PLATING BASED ON GREEN LUMBER VALUES., HANGERS MUST BE RE-EVALUATED (BY OTHERS) Left Overhang(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Left Overhang Soffit loading - 0.0 psf 6-1 r 0-4-3 1 2 .. 61 00 0� 6-0-0 4 5 e' OVER 6 SUPPORTS B5 W:108 R:48 LIAO 7-0-13 SHIP 3 -3 .. UPLIFT REACTION(S) • Support 2 -107 lb Support 3 -62 lb Support 4 -81 lb Support 5 -40 lb Support 6 -118 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location a Not End Zone Hurricane/Ocean Line No Exp Category - C Bldg Length - 90.00 ft, Bldg Width 48.00 ft Mean roof height - 10.57 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf - ' All connector plates are Truswal 20 ga.'unless preceded by "W" for Wave 20 ea., "IB" for IK 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "NX" for TANX 20 Be. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false rm frame plates are positioned as shoabove. Shift gable stud plates to avoid overlap with structural plates (or staple). 1 6/12/2007 '1 2 2007 2 2 413 - Const. Frammi ng 5pe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY J Thl3clesignis for an individual buildIngeonponern rot trussay3tem. It has been based on spetifications provided by the component manufacturer WO•Drive_N_070264_L00008_300001 ® time e in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are a be verified by the component manufacturer and/or buildup designer prior a fabrication. The building designer must --in Uel the loads Ds n r • RM g # LC = 6 5 . WT • 46# T R U S WA L utilimd on He design most or exceed the loading imposed by the local Wilding code and the particular application. The design assumes that the top chord TC Live 16.00 psi LiveDur L=1.25 P=1.15 is laterally braced by the roof or poor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf S nowDu r L=.1.15 P=1.15 ==SYSTEMS rated. Bracing showniaforlateral supportofcomponentsmembersonlytoreduce buti irglength. This component shall not be placed in any environmentghatwill cause the moisture content oftiewood a =and 19%and/or cause connector plate corrosion. Fabricate. handle, install TC Dead 12.00 psf P Re Mbr Bnd / Com P p / Tens and brace this truss in accordance with thefoilowirg standards:'Joint and Cutting Detail Reports'available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 //B�Build!ng Components Group, Inc 'ANSIrrPI 1', WTCA V- Wood Truss Council of Amarica Standard Design Responsibilities, 'BUILDI NO COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 4445 Northpw* Dr. Ste. 102, Colo. Spgs., CO 60907 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53710. The American Forest and Paw A-dation(AFPA)islocated at11111gthSt-1.INK Ste $00.Washington. DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 11 Job Name: MURPHY 2007 Truss ID: J12 Qtv:. 2 ERG X -LOC REACT SIZEREQ'0 TC 2x4 DFL #1 & Btr. 1 0- 1-12 320 3.50" 1.50" BC 2x4 DFL #1 & Btr. 2 6- 0-12 335 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. 3 8- 0-12 68 1.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. 4 10- 0-12 146 1.50" 1.50" Mark all interior bearingg locations. 5 11-11- 0 47 1.50" 1.50" Install interior supports) before erection. 6 5-11- 4 68 1.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES.i ERG REQUIREMENTS shown are based ONLY on the truss material at each bearing ' MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 25- L- -0.02" D- -0.05" T- -0.07" , CRITICAL MEMBER FORCES: Tc .COMP.(DUR.)/ TENS. (pull.). CSI 1-2 -247(1.60)/ 83 1.25) 0.27 , 2-0 -108(1.60)/ 8(1.253 0.26 0-0 85((1.60))/ 35((1.25) 0.05 111 0-0 --2(1.25)% 12(1.60) 0.00 BC COMP. DUN. / TENS.(DUR.) CSI 3-4 0 1.25 / 263 1.60 0.17 ' 4-0 0 1.25 / 0 1.25 0.00' Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) 6-0-0 3 4' OVER 6 SUPPORTS B5 W:108 R:47 U:-41 7-0-13 SHIP 3-1-3 1 UPLIFT REACTION(S) ' Support 2 -205 lb Support 3 -70 lb Support 4 -91 lb Support 5 -41 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line - No,Exp Category m C Bldg Length - 90.00 ft, Bdg Width m 48.00 ft Mean roof height - 10.57 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf All connector plates are Truswal 20 Be. unless preceded by "W" for Wave 20 ga., "NS" for HS 20 ga., "S" for SS 18 Be. frac Alpine; or preceded by "MX" for ThMX 20 ea. or "H' for 16 Be. from Troswa7, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud vo plates to aid overlap with structural plates (or staple). 6/12/2007 413 - Const. Fr mmii pg Spa Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY ) This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_070264_L00008_300001 ® and done in accordance with the cunenl versions of TPI and AFPA design standards. No responsibility is assumed for dimensional 6uuracy. Dimensions are to be verified by the oomponenl manufacturer and/or building designer prior tofabrication. The building designer must ascertain that the loads Dsg n r : RM # LC = 30 WT: 38# T R U S WA L the particular The design assumes that the top chord on this design meet er exceed the loading Imposed by the local building coded TC Live 16.00 psf Li veDu r L=1.2 5 P=1.15 laterally oration. is lets. the roof « floor mfthe om illy b sheathing directly attached, unless otherwise edby edeigtheThiscm TC Snow 0.00 psf SnowDur' L=1.15 P=1.15 SYSTEMS Bracing show supportofcong members noted. Bracing ahovm is for lateral support of components members only b reduce buckling length. This component shell not be placed in any wants for duce pone t placed TC Dead 12.00 psf Rep Mbr Bind / Comp / Tens ® environment thatwill cause the moisture cantontofthe wood toettaed19%anv«cause connectwpateo«rosion. Fabricate. handle, install and brace this Wes in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal sof wars. BC Live 0.00 psf 1.15 / 1.00 / 1.00 JM Building Components Group, Inc. 'ANSI/TPI 1', WTCA V- Wood Truss Council cf Ammica Standard Design Responsibilities. BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf C . C. Spaci ng 2- 0- 0 4446 Northpa k d. St. 102, Calx. Spgs., c0 80907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Rata Institute (TPI) is located at Sal D'Onof io Drive. Madison, ' TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. Th. AmadcanForest and Paper A dation (AFPA) I. locand I I I I I Ift Street, NW, Sts 800. Washington. oc20038. Bldg Code: CBC -01 DEFL RATIO' L/360 TC L/18 Job Name: MURPHY 2007 Truss ID: J12S Qtv: 2 BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr, 1 2= 7-12 571 3.50" 1.50" BC 2x4 DFL #1 & Btr. 2 5- 0-12175 1.50" 1.50" WEB 2x4 DFL STANDARD 3 8- 0-12 . 118 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607 4 10- 0-12 130 1.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. 5 11-11-11 49 1.50" 1.50" Mark all interior bearing locations. 6 5-11- 4 40 1.50" 1.50" Install interior supports) before ergction BRG REQUIREMENTS shown are based ONLY PLATING BASED ON GREEN LUMBER VALUES., on the truss material at each bearing Left Overhang(s) are not to be.removed. MAX DEFLECTION (span) : OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX. L/999 MEM D- 0.00" T- 0.01" 5-6 (LIVE) LC 34 L- 0.01" Left Overhang Soffit loading 0.0 psf MAX DEFLECTION (cant).: ' L/999 MEM 4-5 (LIVE) LC 34 L- -0.01" Dm -0.01" T= -0.02" TC OL- 1 COMP. DUR. / TENS. (DUR.) CSI 0 1.25 / 38(1.25) 0.10 1-2 -145((1.60))/ 435((1.253 0.15 3-0 -128(1.60)% 26(1.25) 0. 7 0-0 J 29(1.25) 0.04 0-0 _83(1.60)/ 29((1.253/ 21((1.253 0.04 0-0 -2 1.25 / 2 1.60 0.00 BC COMP.(DUR.)/ TENS.(DUR.) CSI 4-5 -360C(1.25))/ 187(1.60) 0.04 1-6 -331(1.25 / 1 1.60 0.09 6-7 7-0 0(1.25 / 0<1.25 / 30385 1.60 0.09 0 1.60 0.00 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-5 -523(1.25)/ 0.06 2-6 -58(1.60)/ 372(1.25) 0.15 6-A-7 I 0-4-3 1 2 61 00 Plating spec • ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) oza:94 6-0-0 '4 5 a' OVER 6 SUPPORTS B5 W:108 R:49 U:-40 7 2 SHIP 3-3 1 UPLIFT REACTION(S) • Support 2 -107 lb Support 3 -62 lb Support 4 -82 lb Support 5 -40 lb Support 6 -118 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location = Not End Zone Hurricane/Ocean Line No Exp Category - C Bldg Length - 90.00 ft, Bidg Width 48.00 ft Mean roof height - 10.57 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "NS" for HS 20 ga. , "S" for SS 18 ga. from Alpine; or preceded by "HX" for TkMK 20 ga. or "H" for 16 ga. from Truswal, positionedper Joint Detail Reports. Circled plates and false ,or plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 6 V /� ` �12//�007 413 - Const. Frammi pg Spe A Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY J This design is for an individual building component not truss system. It hes been based on sPs6fication3 provided by the component manufacturer WO • Dri ve_N_070264-L000D8_J 00001 ® and done in accordance with the currant versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ere to be verified by the component manufacturer and/or building d-igner prior to fabrication. The building designer must ascertain that the loads Ds n r • RM g #LC = 65 Wf' 4611 T R U SWA L utinmd on this design meet or exceed the loading imposed by the local building code and the particular application. Tha design assumes that the lop chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 is laterally braced by the roof or goon sheathing and the bottom chord Is laterally braced by a rigid sheathing material dirx8y attached. urdess othenwise TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is far lateral support of ooerponmrts members only to reduce buckling length. This component shall net be placed in any environment that will cause the moisture content ofthe wood toexceed 19%arM/drcause connector plate corrosion. Fabricate, handle, install TC Dead 12.00 p s f Re Mb r B nd p / Comp / Tens NrW Building Components Group, Inc arca brace coswssinaccordancewiththefdloMngstandards:•JointandCuttingDetailReportsavailableasoutputtromT-walsoftware, 'ANSI/TPI 8C Live 0.00 psf 1.15 /.1.00 / 1.00 1', WTCA 1'- Wood Truss Council of Americo Standard Design Responsibilities,'BUILOINO COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 0- 0 1418 NOHhpmlr Or. St. 102, Colo. Spgs., CO 80807 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plata Institute (TPI) ie located at 583 O Curefrio Drive, Madison. .2- TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I i Ift Stmat. INK S18 800. Washington. DO 2DO36. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: MURPHY 2007 Truss ID: J13S Qtv: 1 IBRC X -LOC REACT SIZE REQ'D 1 2- 7-12 570 3.50" 1.50" 2 6- 0-12 149 1.50" 1.50" 3 8- 0-12 100 1.50" 1.50" 4 10- 0-12 118 1.50" 1.50" 5 1'2- 0-12 97 1.50" 1.50" 6 13- 2- 8 24 1.50"1.50" 7 5-11- 4 41 1.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC 1 L- 0.01" D- 0.00" T- 0.01" MAX DEFLECTION (cant) : L/999 MEM 4-5 (LIVE) LC 1 L- -0.01" D- -0.01" -T- -0.02" CRITICAL MEMBER FORCES: TC COMP. OUR. / TENS.(DUR.) CSI OL- 1 0 0.90 / 38(1.25) 0.10 1-2 2-3 3-0 -147 1.60 / 432 1.25 0.15 -234 1.60 / 37 1.25 0.09 -159 1.60 / 21 1.25 0.05 0-0 -114 1.60 / 26 1.25) 0.03 0-0 0-0 -61 1.60 / 24(1.233 0.03 -27 1.60 / 9(1.25 0.02 0-0 -2(1.25)/ 2(1.60) 0.00 BC COMP.(DUR.)/ TENS.(DUR.) CSI 4-5 352 1.25 / 190 1.60 0.04 .5-6 6-7 -292 1.25 / 192 1.60 0.08 ' OR .60 / 330 1.60 0.08 7-0 0.60)/ 0(0.90) 0.00 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-5 -522(1.25)/ 0.06' 2-6 -58(1.60)/ 333(1.25) 0.14 TC 2x4 DFL #1 & Rt,. BC 2x4 DFL #1 & Btr. WEB 2x4 -DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT -#1607. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearingg locations. Install interior supports) before erection. PLATING BASED ON GREEN LUMBER VALUES.. Left Overhang(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO 3,' MAX.! Left Overhang Soffit loading - 0.0 psf 6-1 -13 0-4-3 Plating spec • ANSI/TPI - 1995 ' THIS DESIGN 1S 1'HE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). + + + + + +.+ + + + + + + + + + + + + + + + NOT ANALYZED FOR UNBALANCED LOAD CASES .+ + + + + + + + + + + + + + + + + + + + + + 61 00 ' 6-0-0 r.4 5 8r OVER 7 SUPPORTS B6 8 8 U:-63 7 -9 SHIP 3- -3 l UPLIFT REACTIONS) : Support 2 -105 lb Support 3 -63 1b Support 4 -78 lb Support 5 -63 lb Support 6 -42 lb Support 7 -109 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No Exp Category - C Bldg Length - 90.00 ft, Bldg Width m 48.00 ft Mean roof height - 10.57 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf All mmiector plates are Troswal 20 ga. unless preceded by "N" for Nave 20 ga., "HS" for HS 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "MX" for TMLf 20 ga. or "N" for 16 ga, from Troswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staplo. 6/12/2007 413 - Const. Frammii ng. Spe (CA® A Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY J This design is for an individual Indiding comporrerit not truss system. It has been based on specifications provided by the component manufacturer WO•Drive_N_070264_L00008_300001 and done in accordance with the current veralons of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg RM #LC 20 WT ere to be verified by the component manufacturer antl or eailding designer prior to fabrication. The building designer must ascanain that the loads n r : = : 49# T R U S WA L "III- on this design meet or exceed the loading Imposed by Ore local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or Floor sheathing and the bell= chard is laterally braced by a rigid sheathing material directly attached• unless otherwise TC Snow 0.00 psf S nowDu r L=1.15 P=1.15 SYSTEMS rated. Bracing shown is for lateral support of components members only la reduce l.in fiImgth. This eomponent ahall not be placed in any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® environmentthatwillcauspthemoisturecontentofthewoodaetrceed19%arm«causeconnectorplateconosion. Fabricate. handle. Install end Oraca W3truss in accordance with me following standarda:'Jolnt and Cutting Detail Reports' available as output from Truswal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 J7W BuHding Components Group, Inc. 'ANSI/TPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION - BC Dead 10.00 psf 0: C. Spaci ng 2- 0- 0 4445 Northpark 0, Ste. 102, Colo. Spg&, CO 80007 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof io Crive. Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Paper Association(AFPA)islocated atII111gthStreet NW. Ste 800.Washington. DC20030. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 -11 Job Name: MURPHY 2007 {/YARN/NG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: J14 J Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating spec • ANSI/TPI - 1995 UPLIFT REACTIONS) • g n r = 46 42# T R U S WA L 1 0- 1-12 320 3.50" 1.50" BC 2x4 DFL #1 & Btr. - THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -207 lb' SnowDu r L=1.15 P=1.15 2 6- 0-12 335 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. - Support 3 -69 lb BC Li ve 0.00 psf 3 8- 0-12 69 1.50 1.50 Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 4 -86 lb 4445 Northpark Dr. Sto. 102, Colo. Spga, co 80907 TRUSPLUS 6.0 VER: T6.5.5 4 10- 0-12 142 1.50" 1.50" Mark all interior bearingg locations. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 5 -76 lb DEFL RATIO: L/360 TC: L/18 5 12- 0-12 122 1.50 1.50" Install interior supports) before erection. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 6 -40 lb 6 13-11- 0 49 1.50" 1.50 PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss is designed using the 7 5=11- 4 68 1.50" 1.50" BRG REQUIREMENTS shown are based ONLY HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. on the truss material at each bearing ' Bldg Enclosed Yes, Importance Factor - 1.00 MAX DEFLECTION (span) Truss Location - Not End Zone ' L/999 MEM 3-4 (LIVE) LC Hurricane/Ocean Line - No Exp Category C 0. T= -0.07" -CAL - BldgLength - 90.00 ft, Bldg Width = '48.00 9 ft CR ME RF RCE:: CRITICAL MEMBER FORCES: Tc COMP.(DUR.)/ TENS.(DUR.) CSI Mean roof height m 10.$7 ft, mph 80 CBC Standard Occupancy, Dead Load m 15.6, psf 1-2 -297(1.60)/ 83 1.25) 0.27 2-0 -158(1.603/ 8(1.253 0.26 ' 0-0 -135(1.60 / 35(1.25 0.05 0-0 _80(1.60)/ 26(1.25) 0.04 0-0 28 1.21 / 20((1.253 0.03 0-0 -2 2(1.60)0.00 COM <<1.25))/ SI TE308(1U60) 3B4 O(lu25)/ 0077 4-0 0(1.25)/ 0(1.25) 0.00 I 0-4-3 51 16.00 2 a 6-0-0 '3 4 OVER 7 SUPPORTS 86 W:108 R:49 U:-40 8-0-13 SHIP I- -3 1 All connector plates are Truswal 10 ga. unless preceded by "N" for Nave 10 ga., "f6" for his 20 ga., "S" for SS 16 ga. from Alpine; or preceded by "MX" for TAMP 20 ga. or "N" for 16 ga. from Truswal, positioned per Joint Detefl Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 413 - Const. Fw4ng Spe {/YARN/NG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY J This design is for an individual building component not visa system. it has been based on specifications provided by the tomixment manufacturer WO • D r i ve_N_0702 64_L00008-] 00001 ® and done in accordance with the current Versions of TPI and AFPA design standards. No responsibility is assumed fw dimensional accuracy. Dimensions Ds • RM #LC ere to be verified by the component manufacturer andl. building designer prior to fabdcal- The building designer must exenain Ural the foods g n r = 46 42# T R U S WA L u6llaed on this design meet or e, - ins loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf L i veDu r L=1.2 5 P=1.15 Is laterally braced by the roof or floor sheathing end the bottom chord is laterally braced bye rigid sheathing material directly attached. unlssa otherwise TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components members ony to reduce buckling length. This component shall not be placed in any eAWronmentUetwllcausahomdeurecontentof Aewood oeueadlB%odo ceusawnnectwpatecwroson. Fabicete.handle, install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss In accordance with the following standards: van and Cutting Detail Reports' -available as output from Truswal software, BC Li ve 0.00 psf 1.15 / 1.00 / 1.00 JM Building Components Group, Inc. 'ANSIfTPI 1', WTCA V- Wood Truss Council of America Standard Design Respomibilili..'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Sto. 102, Colo. Spga, co 80907 TRUSPLUS 6.0 VER: T6.5.5 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onwhio Drive. Madison. Wisconain53719. The American Forest and Paper. Association (AFPA)islocated at1111191hStreet. NW. Ste 800.Washington. DC20030. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 Job Name: MURPHY 2007 Truss ID: J16 Qtv: 2 BRC X -LOC REACT SIZE REQ'D 1 0- 1-12 320 3.50" 1.50" 2 6- 0-12 332 1.50" 1.50" 3 8- 0-12 4 1.50" 1.50" 4 10- 0-12 134 1.50" 1.50" 5 12- 0-12 106 1.50" 1.50" 6 14- 0-12 121 1.50" 1.50" 7 15-11- 0 44 1.50" 1.50" 8 5-11- 4 68 1.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 1 L- -0.02" D- -0.05" T- -0.07" CRITICAL MEMBER FORCES: TC COMP.(OUR.)/ TENS.(DUR.) CSI 1-2 2-0 0-0 -348(1.60)/ 83(1.25) 0.27 -208((1.60))/ 0.25 -186((1.60))/ 33(((1.253) 0.04 TC Snow 04 0-0 81 1.60 / 26 1.25 0.0 128(1.25)/ 0 0 0-0 18(1.25) 0.03 -2(1.25)/ 2(((1.60)) 0.00 3BC 4 CSI COM 0(DU25 )� 7E353(1 U60) 017 4-0 0<1.25)/ 0(1.60) 0.00 TC 2x4 DFL #1 & Btr. - BC 2x4 DFL #1 & Btr. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearingg locations. Install interior support (s) before erection PLATING BASED ON GREEN LUMBER VALUES.' + + + + + + + + + + + + + + + + + + + + + + NOT ANALYZED FOR UNBALANCED LOAD CASES I 0-4-3 1 2 R. 00 Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) 6-0-0. 3 4r OVER 8 SUPPORTS 87 W:108 R:44 U:-40 9-0-13 SHIP -�-3 1 UPLIFT REACTION(S) • Support 2 -209 lb Support 3 -12 lb Support 4 -87 lb Support 5 -70 lb Support 6 -79 lb' Support 7 -40 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor a 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length - 90.00 ft, Bdg Width - 48.00 ft Mean roof height a 10.57 ft, mph 80 CBC Standard Occupancy, Dead Load - .15.6 psf All connector plates are Truswal 10 ga. unless preceded by "W" for Wave 10 ga., "NS" for HS 20 ga., "S" for SS 18 ga. fres Alpine; or preceded by "NX" for TWX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 6/12/2007 413 - Const. Fr�mi ng Spe CA Read a0 notes on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY This design Is for an individual building corrporent net truss ystern. It has been based an specifications provided by the component manufacturer WO:Drive_N_070264_L00008_300001 end done in occordw¢e with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds • RM # LC 16 WT • 46# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer mwt ascertain that the loads 9 n r = T R U S WA L ullimd on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or flow sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf S nowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall net be placed in any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS envirwanenitho-vo aasethemetstunen:enlentofthewoodt---m,g%ana/waawseewmectwgeteawnosion. Fabricate.handloinstall and brace this was in accordance with the follawing standards: 'Joint and cutting Detail Reports• available as output from Truswal software BC Live 0.00 psf 1.15 / 1.00 / 1.00 MWEluilding Components Group, Inc. 'ANSI/TPI V, WTCA V - Wood Truss Council of America, Standard Design Resporutibilitim. 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Sto. 102, Colo. Spga, CO 80907(SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plata Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The AmericanFormtandPaperAssociation(AFPA)islcatedat71711BthStrom,NW.Ste800.Washington,DC20038. Bldg Code:' CBC -01 DEFL RATIO: L/360 TC: L/18 Job Name: MURPHY 2007 Truss ID: K2 Qty: 7 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) • This design is for an individual building component rat uuss ayslem. II has been based on specifical- Wovided by the component manufacturer W0: Drl ve-N-070264-L00008_J 1 0- 1-12 193 3.50" 1.50" BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -40 lb 2 1-11- 0 48 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -30 lb #LC = 15 Wf 11# 3 1-11- 4 24 1.50" 1.50" Mark all interior bearingg locations. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the L i veDu r L=1.25 P=1.15 BRG REQUIREMENTS shown are based ONLY Install interior supports) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. SnowDur L=1.15 P=1.15 on the truss material at each bearing Shim bearings (if needed) for req. support. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg m Yes, Importance Factor a 1.00 MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES.. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE ,Enclosed Truss Location a Not End Zone BC Live L/999 MEM 3-4 (LIVE) LC 1 L- 0.00" D- 0.00" T- 0.00" 1.15 / 1.00 / 1.00 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line No Exp Category e C CRITICAL MEMBER FORCES: - 4445 Norfhpodr D, Sta. 102, Colo. Spga, CO 80807 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 603 oOnofrio Drive, Madison, Bldg Length a 90.00 ft, Bldg Width 48.00 ft ' TC COMP.(DUR.)/ TENS.(DUR.) CSI 1-2 25 1.60 / 20 1.25 0.03 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street. NW. Ste 800. Washington. DC 20036. Bldg Code: Mean roof height a CBC Standard Occupancy, 9.57 ft, mph m 80 Dead Load 15.6 psf 2-0 -2.1.253/ 2.1.603 0.00 BC COMP.(DUR.)/ TENS.(DDR.) CII 3-4 0(1.603/ 39(1.60) 0.02 4-0• 0(1.25 / 0(1.60) 0.00 1 61 00 1- -1 TT 3-4 Oi3 B1 vv R:193 U:-40 1-11-12 1-6-0 ' ' 2-0-0 ' 3 4' B2 W:108 1 1 R:48 U:-30 2- 13 SHIP B3 W 08 R:24 U: A11 connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "NS" for HS 20 ga., "S" for SS 18 go. from Alpine; or preceded by "NX" for TWX 20 ga. or "N" for 16 ga. from Truswal, positioned per hint Detail Reports. Circled plates and false frame plates am positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 6/12/2007 413 - Const. Frei pg Spe R (7 Read all notes.on this sheet and give a copy of it to the Erecting Contractor. Cust: JIM MURPHY (�J This design is for an individual building component rat uuss ayslem. II has been based on specifical- Wovided by the component manufacturer W0: Drl ve-N-070264-L00008_J 00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions • DS ' are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 9 n r RM #LC = 15 Wf 11# T R U S WA L utiliasd on this design meet or e>eeed the loading imposed by the local building code and the particular application, The design assumes that the top chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 is laterally braced by the roof or flow sheathing and the bottom chord is latmally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 own noted. Bracing shlsforlateralsupportofcomponentsmembersonlytoreducebmitlirglergth. This component shall not be placed in any ® SYSTEMS eAWronmentthat will cause the mosurecontent of hawood toexceed 19%endlorcause connectwplate corrosion. Fabdcate,handle,butoll TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens RM truss and wase this cuss in accordance with the following standards: 'Joint and Cutting Detail Repwta' available as output from T-1 software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Building Components Group, Inc. 'ANSIfrPI 1', V • Word Truss Council of America Standard Design Responsibilities,'BUILOING COMPONENT SAFETY INFORMATION' • BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Norfhpodr D, Sta. 102, Colo. Spga, CO 80807 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 603 oOnofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.54 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street. NW. Ste 800. Washington. DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 Job Name: MURPHY 2007 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor Truss ID: K4 ) Qty: 5 BRG X- LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating spec ' ANSI/TPI - 1995 UPLIFT REACTION(S) • ara b be verified by the comporent manufacturer and/or building designer prim b fabrication. The bolding designer must ascensin that the loads 1 0- 1-12 186 3.50 1.50 BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -10 lb 2 2- 0-12 125 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -84 lb - 3 3-11- 0 47 1.50" 1.50'.' Mark all interior bearin@@ locations. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -28 lb 4 1-11- 4 23 1.50" 1.50" Install interior suPport(s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the BRG REQUIREMENTS shown are based ONLY PLATING BASED ON GREEN LUMBER VALUES. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. - on the truss material at each bearing GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed Yes, Importance Factor - 1.00 MAX DEFLECTION (span) L/999 MEM 3-4 (LIVE) LC HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location Not End Zone 0. 0S: T= 0.00" Hurricane/Ocean Line No Exp Category - C. CR CAL0.ME RF CRITICAL MEMBER FORCES: BldgLength a 90.00 9 t, Bldg Width 48.00 ft 9 TC taMP.<DUR. / TENs.(guR.) C53 Mean roof height - 9.57 ft, mph 80 1-z =79(1.603/ 22(1.25) 0.04 2-0 28(1.25)/ 19(1.25) 0.03 CBC Standard Occupancy, Dead Load 15.6 psf 0-0 -2(1.25)/ 2(1.60) 0.00 BC COMP.(OUR.)/ TENS.(DUR.) CSI 3-4 0(1.25)/ 84(1.60) 0.02 4-0 0(1.25)/ 0(1.60) 0.00 1 2 16.00 1-6-0 2-0-0 r 3 4 OVER 4SUPPORTS 63 W:108 R:47 U:-28 11133 0-13 1 SHIP All connector plates are Truswal 20 Be. unless preceded by "N" for Nave 20 ga:, "HS" for HS 20 ge., "S" for SS 18 ga. frost; Alpine; or preceded by "MX" for TWX 20 Be. or "H" for 16 ga. from Irmswal, positioned per Joint Detail Reports. Circled plates and false frame plates am positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 413 -Const. Fra Spe WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor Cust: JIM MURPHY ) This design Is for an individual buildingccmponentnotuussSystem.Ithasbeanbasedonspecificationsprovidedbythecomponentmanufacturer WO:Drive-N-070264_L00008-300001 ® end done in accordance with the cunent version's of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DS • RM ara b be verified by the comporent manufacturer and/or building designer prim b fabrication. The bolding designer must ascensin that the loads g n r #LC = 17 WT' 15# T R U S WA L ulilimd on this design meet or -sad the loading imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 16.00 psf Li veDu r . L=1.2 5 P=1.15 13 laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 SYSTEMS noted. Bradng st-m is for lateral support of components members only to reduce buclding length. This component shall not be placed in any -rani°'that the TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® "^g cause moisture content ofthe wood toettead19%andforcause connector plate corrosion. Fabricate. handle. install and brace N'was in accordance Cutting the following standards: and Cung Detail Reports' available as output Som T-1 software, SC Live 0.00 psf 1.15 / 1.00 / 1.00 " AW Building Components Group, Inc. -ANSI/!PI 1. W7CA V- Wood Truss Council of America Standard Design Responsibilities. BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Nwthpmk Dr. Ste. fO2, Colo. Spill Co 80907 (SCSI 1:03) and SCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onohto Drive. Madison. TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Paper Aisodation (AFPA) is located at I I I I lgN Street, NW. Ste 800. Washington. DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 lJob Name: MURPHY 2007 Truss ID: M01 Qtv: 2 BRG .X -LOC REACT SIZE REQ'D 1 0- 1-12 2844 3.50" 1.52" 2 13-11- 4 3461 HCR 1.85" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 2 Hangyer TBE - ANG TO BE ENGINEERED Support Connection(s)/Hanger(s) are not designed for horizontal loads. MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC 1 L- -0.01" N -0.08" T- -0.09" CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS.(DUR.) CSI 1-2 -4534 0.90 / 0.29 2-3 -1581 0.90 / 0.12 3-4 -1397 0.90 / 0.09 BC CDMP.(DUR.)1 TENS.(DUR.) CSI 5-6 4038(0.90) 0.52 6-7 / 3967(0.90) 0.56 7-8 / 236(1.60) 0.31 . COMP.(DUR.) TENS.(DUR.) CSI 2-6 2676(0.90) 0.76 2-7 -2981(0.901/ 0.32 3-7 / 598(0.90; 0.17 4-7 3178 0.90 0.90 4-8 -2885(0.90 / 0.29 TC 2x4 DFL #1 & Btr. Plating spec ' ANSI/TPI - 1995 BC 2x6 DFL SS THIS DESIGN IS THE COMPOSITE RESULT OF WEB .2x4 DFL STANDARD MULTIPLE LOAD CASES. Lumber shear allowables are per NDS. IF HANGERS ARE INDICATED ON THIS DRAWING, PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY + + + + + + + + + + + + + + + + + + + + + + GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Nail pattern shown is for PLF loads and HANGERS MUST BE RE-EVALUATED (BY OTHERS). point loads converted to PLF. loads only. Drainage must be provided to avoid ponding. Concentrated loads MUST be distributed to Permanent bracing 7s required (by others) to each ply equally. Multi -ply with hangers are prevent rotation/toppling. See BCSI 1-03 based on hanger nails using 3.0" nails min. and ANSI/TPI 1. into the carrying member. Continuous lateral bracing attached to flat If shown, use additional fasteners for point TC as indicated. Lumber must be structural loads from the back plysl distributed grade. Brace G 24" o.c. unless noted. Sym . around the hanger in the chords. PLATING BASED ON GREEN LUMBER VALUES. Use any other approved detail (by others). End verticals are designed for axial loads IF 2.5' GUN NAILS ARE USED, ANY NAIL CLUSTER only unless noted otherwise. AMOUNTS SHOWN MUST BE INSTALLED FROM THE Extensions above or below the truss profile FRONT AND BACK FACE EQUALLY (TOTAL NAILS = (if any) have been designed for loads DOUBLE THE AMOUNT SHOWN). indicated only. Horizontal loads applied at 10d - 10d NAILS, SDS -Simpson SDS screws the end of the extensions have not been or equivalent substitute. considered unless shown. A drop -leg to an (") - Special Connection Req. (by others) otherwise unsupported wall may create a + + + + + + + + + + + + + + + + + + + + + + hinge effect that requires additional design 2 -PLY! Nail w/lOd COMMON, stag$ered(per NDS) in: TC- 2 BC- 2 WEBS- 2 PER FOOT! ­ Cluster screws, if shown, are 3" long. 2-PLYS REQUIRED 4 -3 T 3-8 S 44-3 consideration (by others). 5 1_ 2 a 57412 42-3 SHIP 2-4 B1 82 W:308 W:108 R:2844 R:3461 U:-444 859# U:540 1 14-40 1 5 6 7 e 'Thisdesign based on chord bracing applied All connector plates are Truswal 20 Be. unless preceded by "M" for Mave 20 Be. , "HS" for NS 20 ga., us" for SS 18 ga. from Alpine; or preceded by "MX" for ThMX 20 ga. or uN" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. shift gable stud plates to avoid overlap with structural plates (or staple). per the following schedule: 6 V max o.c. from to 413 - Const. Frammipg Spe TC 24.00" 11- 7-15 14- 0- 0 Cust: ]IM MURPHY Required bearing widths and bearing areas > apply when truss not supported in a hanger. REACTIONS) WO. D r i ve_N_070264_L00008-100001 UPLIFT : Support 1 -444 lb end done in accordance with the current versions of TPI and AFPA,design standards. No responsibility Is assumed fw dimensional accuracy. Dimensions Support 2 -540 lb This truss is designed using the CBC -01 Code. g n r Bldg Enclosed - Yes, Importance Factor - 1.00 # LC = 16 WT' 112# Truss Location - Not End Zone UK- on thio design meal m exceed Iha loading imposed by tlro local building code end the particular application. The design assumes That the lop chord Hurricane/Ocean Line No,Exp Category - C 16.00 psf Bldg Length - 90.00 ft, Bdg Width 48.00 ft Mean roof height - 12.15 ft, mph 80 TC Snow CBC Standard Occupancy, Dead Load 15.6 psf S nowDu r L=1.15 P=1.15 --LOAD CASE #1 DESIGN LOADS ---------------- nosed. Braung shown ie fol lateral suDDON Of compmronla mambas oNy b reduce buckling length. This component shall not be placed in any Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 56.00 0- 0- 0 56.00 14- 0- 0 0.57 BC Vert 205.00 0- 0- 0 205.00 5- 0- 0 0.00 BC Vert 429.00 6- 0- 0 429.00 14- 0- 0 0.00 c0 Fastener 'ANSI/TPI 1•, WTCA 1'- Wood Truss Council of America Standard Design Responsibilitlea.'BUILDING COMPONENT SAFETY INFORMATION'- BC Vert 859.0 6X 0 0 00 10.00 psf All connector plates are Truswal 20 Be. unless preceded by "M" for Mave 20 Be. , "HS" for NS 20 ga., us" for SS 18 ga. from Alpine; or preceded by "MX" for ThMX 20 ga. or uN" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. shift gable stud plates to avoid overlap with structural plates (or staple). 6 V �1 //� 2oo7 413 - Const. Frammipg Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ]IM MURPHY > This design 13 for an individual building component not mss system. It has been based oo aP8QIfiG40mr3 Provided by the component manufacturer WO. D r i ve_N_070264_L00008-100001 ® end done in accordance with the current versions of TPI and AFPA,design standards. No responsibility Is assumed fw dimensional accuracy. Dimensions Ds • RM are to be verified by the component manufacturer and/or building designer prim to fabrication. The building designer must ascertain that the loads g n r # LC = 16 WT' 112# T R U S WA L UK- on thio design meal m exceed Iha loading imposed by tlro local building code end the particular application. The design assumes That the lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 I- laterally braced by me roof m floor sheathing aM the bottom chord to laterally braced by a rigid aheathlrg material directly attached, untess otherwise TC Snow 0.00 psf S nowDu r L=1.15 P=1.15 SYSTEMS nosed. Braung shown ie fol lateral suDDON Of compmronla mambas oNy b reduce buckling length. This component shall not be placed in any TC Dead 12.00 psf p Re P Mbr Brill / Comp / Tens ® J7W Building en'^ranmenlds urernlantolUn1996 Natwfllceuselhamtco the wood connector platecmrosion. Febrirale,haM handle. and brace this mss in occurd-ewith the following standards:Joint and cutting Doing Raporte'avallable as output from Tnnval sofinvare. BC Live 0.00 psf 1.00 / 1.00 / 1.00 Components Group, Inc. 'ANSI/TPI 1•, WTCA 1'- Wood Truss Council of America Standard Design Responsibilitlea.'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf C . C. Spaci ng 2- 0- 0 4445 Northpork Dr. Ste. 102, Colo. Spgx, 80007 coT6.5.5 (SCSI 1-03) snd'BCSI SUMMARY SHEETS' by WTCA.nd TPI. The Truss Rete Iru6twe (TPI) Is located at 583 D'Onofrio Drive. Madison. TRUSPLUS 6.0 VER: Wisconsin53719. The American.Fcrestand Paper Association (AFPA) I.lace ted at111119UStreet NW. St. 80o,Washington. DC20038. 1 Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 9603 SOUTHWIND CT Owner: Permit NO: B07-1470 APN: 039-540-050 MURPHY, JAMES J. & JODY Issued Date: 09/12/2007 By AAM Permit type: RESIDENTIAL PO BOX 322 Subtype: SFD-Custom/Model DURHAM, CA 95938 Expiration Date: 09/11/2008 Description: NEW SF DWELLING(2036), GAR(7'_ (530) 570-1553 Occupancy: R-3 Zoning: SR -1 Contractor Applicant: Square Footage: JOHN BURRONE CONSTRUCTION MURPHY, JAMES J. & JODY Building Garage Remdl/Addn 8948 AGUAS FRIAS RD PO BOX 322 2,036 757 CHICO, CA 95928 DURHAM, CA 95938 Other Porch/Patio Total (530)894-0992 (530)570-1553 300 3,093 FEE INFORMATION Ag Com Building Permit Clearan $32.50 DBSMIP Residential $15.34 CWIF SF $2,411.06 CWIF SF $2,132.89 CWIFAUD Impact Processing Audi $50.00 CWIFDDS Impact Processing Fee $50.00 DB R3 Dwelling -Custom, Model $1,862.66 DB R3 Dwelling -Custom, Model $1,241.77 Total Charged: $7,871.92 Fees Paid: $7,871.92 DBEH Building Review Fee $75.70 Balance Due: $0.00 Receipt No: B4612 LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License JOHN BURRONE CONSTRUCT 768652 / B / 09/30/2007 Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license pursuant to the provisions of the Contractors License Law [Chapter 9 (commencing with Section -7000) of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the is in full force and effect. basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects X 09/12/2007 the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: Contractor's Signature Date ❑ I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR WORKERS' COMPENSATION DECLARATION OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: the work himself or herself or through his or her own employees, provided that such improvements ❑ I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor CodeIlesi) year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). Rte' I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as req[� CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: Section 3700 of the Labor Code, for the performance of the work for which this per The Contractors License Law dows not apply to an owner of the property who builds or improves My Workers' Compensation insurance carrier and policy number are; thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the State Fund 713-0005049 Carrier: Policy Number: Exp. Date: Contractors License Law.). (This section need not a completed if the permit is or on'T a Fundred�ollars ($100) XEMPT under Section B. 8 P.C. for this reason: I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS /519 09/12/2007 Pe ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation I s of California, and agree that if I should become subject to the workers' compensaf visions of Section 3700 of the Labor Code, I shall forthwith comply with thoseprovisi ignatur Date X 09/12/2007 I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building gnat a Date WAS ING: FAILURE TO CURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal AN SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE injury, including death, and property damage caused by, arising out of, or in any way connected with HLIDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, the issuan f this permit. I hereby acknowledge that issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND use or ancy of any sidew ,street, or subsidewalk. reby authorize representatives of Butte ATTORNEY'S FEES. Co y enter the abov ned property for inspe o purposes. I hereby certify that I am the ape wnerora thor the property ersbehalf. CONSTRUCTION LENDING AGENCY 09/12/2007 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for me o Permitte SIG rint Date the performance of the work for which this permit is issued. (3097 civ. code) Owner 1:1 Contractor OR.Agent for Owner Agent for Contractor FILE COPY Lender's Address City State Zip BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OF APPLICATION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" OWNER INFORMATION Last Name UR First Name Jt Mailing Address 80 322 City-][�uR4 State CA Zip 59 �l Phon%540-576-155 y 576 55 3 Fax E-mail CONTRACTOR Name �1 N Bo=ONE Address b Z -o 12�tI. City��44�1 State ZipcfG533 Phone530- 4-'01 Fax �9lf iq J 17, E-mail ufzeaN� �T 1 Lic. # 9 GC6 (.cea Class ARCHITECT/ENGINEER M Name 1 `A77 7F-46-OF— Address L;�1 City /1 �) k LO State1A Zip --;( 6126 " Phone�O-Sg3-13� ��Lr_ Fax E-mail CkAej)teF_.NE7 State License Number (0 55�� APPLICANT INFORMATION NameZI M Address WX 32:L W City State CA V Zip 5C13 fi Pho -'19 70 — 155 Fax E-mail PERMIT NO. 8071170 PROJECT LOCATION Al 03 -5HO- 5 Property Address O:?,. City �'�1� q BIN 91 q WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name OST fiE � Address DESCRIPTION OR SCOPE OF WORK: Sq FT- LivingftfrGarage'11541 Open Cov!W ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): For office use only: Zoning Flood Zone SRA ves No Occ. Type Const. Parham kK 070,06( -4-0al Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR ' 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds PERMIT APPLICATION DATA SHEET Reference Number: B07-1470 Date: 07/09/2007 Location: SOUTHWIND CT By: KCG Parcel Number: 039-540-050 Sub Type: SFD-Custom/Model Owner Name: MURPHY, JAMES J. & JODY Phone: (530) 570-1553 Description: NEW SF DWELLING(2007), GAR(757), COV(300) The above permit application has the following Clearances required prior to permit issuance. Please contact each department indicated below regarding specific requirements pertaining to your permit application. Yes No DRAINAGE DISTRICTS E] Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 - (530) 533-0740 LOAPUD, 1960 Elgin Street, Oroville CA 95966 - (530) 533-2000 City of Chico, 545 Vallombrosa, Chico CA 95926 - (530) 895-4711 PARKS & RECREATION DISTRICTS Chico Area Recreation District, 545 Vallombrosa, Chico CA 95926 - (530) 895-4711 Durham Park & Recreation District, 9447 Midway, Durham CA 95938 - (530) 345-1921 Feather River Recreaction & Park District, 1200 Myers Street, Oroville CA 95966 - (530) 533-2011 Paradise Parks & Recreation, 6626 Skyway, Paradise CA 95969 - (530) 872-6393 SCHOOL DISTRICTS Biggs Unified School District, 300 B Street, Biggs CA 95917 - (530) 868-1281 Chico Unified School District, 1163 East 7th Street, Chico CA 95926 - (530) 891-3006 Durham Unified School District, 4920 Putney Drive, Durham CA 95938 - (530) 895-4675 Gridley School District, 429 Magnolia, Gridley CA 95948 - (530) 846-4723 Marysville School District, 1919 B Street, Marysville CA 95901 - (530) 741-6000 Oroville Elementary School District, 2795 Yard Street, Oroville CA 95966 - (530) 532-3000 Oroville Union High, 2211 Washington Ave, Oroville CA 95966 - (530) 538-2300 Ext:105 Paradise Unified School District, 6696 Clark Road, Paradise CA 95969 - (530) 872-6400 OTHER Recorded copy of Agricultural Acknowledgment Statement- See Attached Instructions City of Biggs Planning Department, 3016 Sixth. Street Biggs CA 95917 - (530) 868-5447 Other: 01 Oi Signature of BUTTE COUNTY FEE SUMMARY 7 County Center Drive Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Permit Number: B07-1470 Job Address: SOUTHWIND CT Contractor: JOHN BURRONE CONSTRUCTION 8948 AGUAS FRIAS RD CHICO, CA 95928 Printed: 07/09/2007 10:27 am , Fee Description Account Number Fee Amount Paid Date Pmt Amt Ag Com Building Permit Clearan 0010-460001-4612200-1010 $32.50 07/09/2007 $32.50 CWIF SF CWIFFIREF SF 1851-0-280-1011852 $366.35 CWIFPWRDS SF 1831-0-280-1011001 $1,337.55 CWIFFIREVE SF 1851-0-280-1011853 $707.16 DB R3 Dwelling -Custom, Model 1840-0-280-1011842 $152.72 DBF DWLNG CSTM/MDL N Permit F( 0010-440001-4210500-1010 $1,862.66 DBF DWLNG CSTM/MDL N Plan Rvv 0010-440001-4210500-1010 $1,241.77 07/09/2007 $1,241.77 DBEH Building Review Fee 1808-0-280-101001 $664.81 CWIFSHERFF SF 0021-540013-4614901-1010 $75.70 07/09/2007 $75.70 CWIFAUD Impact Processing Audi 0010-050-4617998-101001 $50.00 CWIFDDS Impact Processing Fee 0010-440001-4617999-1010 $50.00 CWIF SF CWIFSHERFJL SF 1800-0-280-1011811 $288.00 CWIFLBRYF SF 1825-0-280-1011826 $240.89 CWIFGGVE SF 1810-0-280-101001 $306.61 CWIFSHERFVE SF 1840-0-280-1011842 $152.72 CWIFLBRYM SF 1825-0-280-1011827 $162.04 CWIFLBRYV SF 1825-0-280-1011828 $4.83 CWIFGGF SF 1808-0-280-101001 $664.81 CWIFSHERFF SF 1840-0-280-1011841 $312.99 DBSMIP Residential 1001-0-280-1011298 $15.34 79871.92 $1,349.97 Printed By: Kouytni-graham Balance -Due: -$6;52-1 P At a time of ermit a plication, I w s advised the above fees are required prior to issuance of the p rmit. Th a fees m ange dur' g th lain checking process. Si at Date: 07/09/2007 Pursuant to Government code Section 66020, you are hereby notified those items listed awe may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 95965 (530) 538-7266 Telephone (530) 538-7171 Fax . www.buttecounty.net/dds a =0 g �ucw - National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE I Reference Number: B07-1470 Date: 07/09/2007 Location: SOUTHWIND CT By: KCG Parcel Number: 039-540-050 Sub Type: SFD-Custom/Model Owner Name: MURPHY, JAMES J. & JODY Phone: (530) 570-1553 Description: NEW SF DWELLING(2007), GAR(757), COV(300) By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the state of California Regional Water Quality Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for this project that disturbes one acre or more of land-ma�result in revocation of grading and/or other permits or other santions provided by law. 5 V FILE Date: 07/09/2007 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: • Make sure your application is complete. 0 Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications (not yet issued) must be requested within two years from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge of $54.99 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http://municiyalcodes.lexisnexis.com/codes/butteco/ Reference Number: B07-1470 Location: SOUTHWIND CT Parcel Number: 039-540-050 Owner Name: MURPHY, JAMES J. & JODY Description: NEW SFTDSWLLING(200% G Signature of FI Date: 07/09/2007 Phone: (530) 570-1553 Date: 07/09/2007 OA, 0 0 0 0 0 A V y ��/C WO�� Department of Public Works C o u n t y O f B U T T E J. Michael Crump, Director Shawn H. O'Brien, Assistant Director ENCROACHMENT PERMIT NOTICIFICATION 7 County Center Drive Oroville, CA 95965-3397 (530)538-7681 (FAX) 538-4356 In order for the Building Division of Development Services to be able to issue your building permit you may be required to obtain an Encroachment Permit from the Department of Public Works. An Encroachment Permit is required any time you construct a driveway access to a County Maintained Roadway. If you were required to obtain an encroachment permit prior to issuance of a building permit, then all construction outlined on the encroachment permit must be completed and Public Works final approval must be obtained prior to the Building Division being able to final your building permit. Contact the Public Works Department, 7 County Center Drive, Oroville, CA 95965, telephone 530-538-7681, Fax 530-538-4356, email PublicWorksDeptnu,buttecounty.net, if you have any questions. An electronic, fillable version Encroachment Permit Application form is available on line at hqp://www.buttecounly.net/publicworks/Assets/pdf/Permit Encroachment.pd£ You may request inspection for an issued permit on line at http://www.buttecoun .net/publicworks/eServices/Permitlnspection.html. ENCROACHMENT PERMIT APPLICATION CRITERIA 1: There is a 5 -day minimum processing time on all applications. 2: All applications must be filled out completely and signed by property owner/ and/or licensed contractor. 3: "Location of work to be done" includes address of property and / or assessors parcel number and a description of the location (i.e.: distance from the nearest crossroad or other well-defined landmark). 4: Along with the application, a plot map showing the site location of the driveway approach must be submitted. 5: Applicant must place a flag or similar item at the location to help the inspector locate the site in the field for a pre -inspection. 6: If items #2 — 5 are not completed at the time of the pre -inspection, this application will be delayed or returned for additional information. 7: All applicants must have certificate of general liability insurance on file with public works with at least $ 1,000,000.00 general liability coverage with Butte County Public Works listed as additional insured and Butte County listed as a certificate holder. 8: All work pertaining to the encroachment permit must be finalized or bonded for completion before home occupancy. Permittee has up to one year to complete permit requirements. 9: Current permit fee is $70.60 for encroachment permits. 10. If you were required to obtain an encroachment permit prior to issuance of a building permit, then all construction outlined on the encroachment permit must be completed and Public Works final approval must be obtained prior to the Building Division being able to final your building permit. Contact the Public Works Department, 7 County Center Drive, Oroville, CA 95965, telephone 530-538-7681, Fax 530-538-4356, email PublicWorksDept(ai)buttecounty.net, if you have any questions. You may request inspection for an issued permit on line at http://www.buttecounty.net/publicworks/eServices/PermitInspeEtion.html. RECORDING REQUESTED BY Bid'+ell 'Title & Escrow Company AND WHEN RECORDED MAIL TO Name James Joseph Murphy Street / r) _ Address / C City, smte- 1 0 1 j� /, p^/� 3 Zip 14//] /1/I `�11 F� l% OrderNo.. 00230931-002CM 2 2007-0007636 Recorded 1 REC FEL- official keccejs 1 1W county of 1 P'•itte I C1NDPCE J. GFjBBS i nlSr[tY clerk -Recorder! I 15-Fet-20007 1 P20E 1 eF 2 SPACE ABOVE THIS LINE FOR RECORDER'S USE Parcel No. 039-540-050 GRANT DEED THIS FORM FURNISHED BY BIDWELL TITLE & ESCROW COMPANY ILIf The Undersigned Grantor(s) Declare(s) Documentary Transfer Tax is $ 220 . 00 ❑ City/Town of 0 computed on full value of interest or property conveyed, or 0 Unincorporated Area ❑ full value less value of liens or encumbrances remaining at the time of sale ❑ Monument Fee of $10.00 FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Edward C. McLaughlin and Debra L. McLaughlin, Husband and wife as Joint Tenants hereby GRANT(s) to James Joseph Murphy and Jody Murphy, Husband and Wife as Joint Tenants the following real property in the ❑ City of 0 Unincorporated Area County of Butte, State of California: SEE EXHIBITA ATTACHED HERETO AND MADE A PART HEREOF Edward C. McLaughlin Document Date: February 14, 2007 State of California l County of BUTTE ISS. (/ / OnQZ before me,. !�i! Notary Public, personally appeared ** Edward C. McLaughlin and Debra L. McLaughlin **** Debra L. McLaughlin L/ Personally known to me (or proved to me on the basis of satisfactory FOR NOTARY SEAL OR STAMP evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. BUTT C. MCCARTY COUNTY COMM. t 1553255 WITNESS my ha nd o ici l seal NOTARYPUBUC-CALIFORNIA N JUL 0 9 2007 aoF OWE Comas Expires Mach 9, 2009"' Signature -� EVELOPMENT MAIL TAX STATEMENTS TO SERVICES __ BTEC/GRANTDEED Order No. 00230931-002 EXHIBIT A THE LAND REFERRED TO HEREIN IS DESCRIBED AS FOLLOWS: ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: i LOT 12, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "BLOSSOM ESTATES SUBDIVISION", WHICH MAP WAS RECORDEDJN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON MARCH 17, 2003, IN BOOK 156 OF MAPS, AT PAGE(S) 59, 60, 61 AND 62. AP NO. 039-540-050 SCHEDULE C Office File No.: 00230931 Policy No. CNJP1597850547 THE LAND REFERRED TO HEREIN 1S DESCRIBED AS FOLLOWS: ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: LOT 12, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "BLOSSOM ESTATES SUBDIVISION", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON MARCH 17, 2003, IN BOOK 156 OF MAPS, AT PACE(S) 59, 60, 61 AND 62. AP NO. 039-540-050 SCHEDULE C CLTASTD CLTA Standard Coverage PORTION N.E. 114 SEC. 25, T. 21 N. R.1 E. ' M.D.B. & M. 39-54 0 0 fU �� II O m 100 76PM75 A Y Butte County Assessor's Map Book 39, Page 54 N07E These parcels are for assessment purposes on" and may not constitute legal parcels. BLOSSOM ESTATES 156 M.O.R. 59/62 3/17/03 LOTS V16 CREATED BY PS CREATED ON 7-15J220&2 TURNERS 3RD SUBDMSION 118 MOR 57/59 7-25-90 LOTS 1 THRU 8 RENSED BY WT RMED ON 9-2403 DURHAM VALLEY ESTATES 116 MOR 9/12 5-4-89 LOTS 1 THRU 20 UFECme 2004-00!1 PRAMIX MW io PfWP n —o. lv:!• (`;Ri;Y '{a1J (3liCidd hewon. Yvu :Allo(' ;I!)! ;: !; n;!! !! it ?nr any purpose Wier thall OIIOn1;1!�+R: !'! l!1�: •h;i!:;,�il i;l,:a{i!i;l qi �IIO'pt!I'C01 Or parml,', (let;!ty!:il. -ah;illy fur the <i{ieo(!J loss Ur !!VIII+tt):! wilii!i Itl;!y ie>Si!!l fruit! I2.liat,ice On tills ! ilp. WE. EDWARD C. MCLAUGHLW AND DEBRA L MCLAUGHLRN, HUSBAND ANDMAFE AS JOINT TENANTS, AND STEVEN RICHARD MCNELIS AND KRISTIN JOAN MCNELI9, AS JOINT TENANTS, AS OWNERS OF THE LAND SHOWN ON THE ANNEXED MAP, AND TRI COUNTIES BARK, AS BENEFICIARY UNDER THAT CERTAIN DEED OF TRUST RECORDED AUGUST 12, 1983 UNDER .BUTTE COUNTY RECORDERS SERIAL NO 93,34368 AND THAT CERTAIN DEED OF TRUST RECORDED AUGUST 31, 2001 UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 9081-08708, AND WELLS FARGO HOME MORTGAGE, INC., AS BENEFICIARY UNDER THAT CERTAIN DEED OF TRUST RECORDED JULY 7, 1993 UNDER BUTTE COUNTY RECORDER'S SERIAL N0.93.28301, DO HEREBY STATE THAT WE ARE THE ONLY PARTIES WHOSE CONSENT IS NECESSARY TO. PASS CLEAR TITLE TO SAID LAND AND THAT WE CONSENT TO THE PREPARATION AND RECORDATION OF THIS FINAL MAP. WE HEREBY OFFER FOR DEDICATION FOR SPECIFIC PURPOSES, THE FOLLOWING: W A PORTION OF WRHAN DAYTON HIGHWAY, SU SUP LANE AND SOUTHWIND COURT AS BXONTI ON THE ANNEXED ANP FOR PUBLIC STREET, PUBLIC SERVICE AND ALL OTHER PUBLIC PURPOSES, IN FEE SIMPLE TOTHE COUNTY OF BUTTE (B) AN EASEMENT OVER A PORTION OF LOTS B AND B AS SHOWN ON THE ANNEXED MAP FOR STORM DRAINAGE PURPOSES TO THE COUNTY OF BUTTE (C) EASEMENTS FOR PUBLIC SERVICE PURPOSES INCLUDING WATER GAS. ELECTRIC. COMMUNICATIONS FACILITIES AND ALL OTHER PUBLIC SERVICE PURPOSES OVER, ON AND UNDER THOSE STRIPS OF LAND SHOWN ON THE ANNEXED MAP AS P.S.E. (PUBLIC SERVICE EASEMENT). (D) WE HEREBY RELEASE AND RELINQUISH TO THE COUNTY OF BUTTE ANYAND ALL ABUTTERS RIGHTS OF ACCESS KONG THE DURHAM DAYTON HIGHWAY FRONTAGE OF PARCELS; 3, A, 0. 8, 7, S AND 9 EXCEPTAT APPROVED ACCESS POINTS ON PARCELS 3 AND 9 AS SHOWN ON THE ANNEXED MAP. TURNER LANE AS SHOWN HEREON, S WALL BE RESERVED IN DEEDS AS AN EASEMENT FOR INGRESS, EGRESS AND PUBLIC SERVICE PURPOSES FOR THE BENEFIT ,/nf >�dD,,.•. OF PARCEL 1. ��/D[A/ `- MAUGNLN ' SMCNEUS &. L 46 LNO�E_USJil, AA, - - — TRI COUNTIES BANK WELLS FARGO HOME ( MORT E. INC. By.. . BY. Dw�ld RAvcn •/. P. 15—AA� A. lYe RuF Oct PitP3IPeAIY (PRINT NAMEAND TALE) (PRINT NAME AND TI STATE OF COUNTY OF 'A��EARES OLO.1]w�E A 2002, BEFORE ME, THE UNDERSIGNED, PERSONALLY . ON THE BASIS OF SATISFACTORY EVIDENCE) TO BE THE PERSONALLYKNOWN )TWHOSE NA IE(5) IwAREO ME(OR PROVED TO E SUBSCPoTay OED TO THE WITHIN INSTRUMENT IR AND ACKNOVAEDGED TO ME THAT HEISNHTHEY HISMERMOR SKINATURE(S)HI ) ON THE INSTRUMENT THE PERSON(S) THEENTITY UPON BEHALF OF WHICH THE PERSON(S) ACTED; EXECUTED THE INSTRUMENT. WITNESS MY KANO // NO SEK REQUIRED. SIGNATUREJL11n11(/ K4AI.ILgjj PRINTED NAME COMMISSION EXPIRES O11r. 27, L005 NOTARY'S PRINCIPAL PLACE OF BUSINESS _ 10 (a FIN ttc. (GN 6 COUNTY') THIS FINAL MAP WAS PREPARED BY ME OR UNDER MY DIRECTION AND IS BASED UPON A . FIELD SURVEY IN CONFORMANCE WITH THE REQUIREMENTS OF THE SUBDIVISION MAP ACT AND LOCAL ORDINANCES AT THE REQUEST OF EDWARD C. MCAUGHUN IN JUNE, 2001. I HEREBY STATE THAT THE SURVEY IS TRUE AND COMPLETE AS SHOWN, THAT ALL MONUMENTS SHOWN WALL BE SET IN THEIR CORRECT POSITIONS WITHIN 90 DAYS OF THE RECORDATION OF THIS MAP AND THE MONUMENTS WALL BE SUFFICIENT TO ENABLE THE SURVEY TO BE RETRACED. _ COUNTY SURVEYOR'S STATEMENT 1, STUART EDELL, DEPUTY COUNTY SURVEYOR FOR THE COUNTY OF BUTTE. STATE OF CALIFORNIA, DO HEREBY STATE THAT I HAVE EXAMINED THE FINAL MAP OF BLOSSOM ESTATES SUBDIVISION AND FIND THAT IT IS SUBSTANTIALLY THE SAME AS IT APPEARED ON THE TENTATIVE IMP AND ANY APPROVED ALTERATIONS THEREOF, THAT ALL PROVISIONS OF THE SUBDIVISION MAP ACT OF THE STATE OF CALIFORNIA AND LOCAL ORDINANCES APPLICABLE AT THE TIME OF APPROVAL OF THE TENTATIVE MAP HAVE BEEN COMPLIED WITH, AND 1 AM SATISFIED THAT THE MAP IS TECHNICALLY CORRECT. _ "l' ��.w �r< /) .. DATE: LA7.}rtcr/ !OY 2003 'UARTE.i" A BRIJCE3 NASA m R.C.E. 33381 [y REGISTRATION EXPIRES: `O STIJARTCOU oREOPETY�"WNTY SURVEYOR REGISTRATION EXPIRES: 0301103 d CdTt� •/GK - . STATE OF CALIFORNIA COUNTY OF BUTTE ON THIS ZODAY OF TH 2002, E UNDERSIGNED, PERSONALLY APPEARED �.I ?A ..w ,w • D.bn KNOWN TO ME(OR PROVED TO ME ON THE BASIS OF SATISFACTORYEVIDENCE)TO BE THE PERSONS) WHOSE HAME(S)ISIARE SUBSCRIBED TO THE WITHIN INSTRUMENT AND ACKNOWLEDGED TO ME THAT HFJSHH7HEY EXECUTED THE SAME IN HISMERRNEIR AUTHORIZED CAPACITY(IES), AND THAT BY HISMEWiHEIR SIGNATURE(S) ON THE INSTRUMENT THE PERSONS) OR THE ENTITY UPON BEHALF OF WHICH THE PERSONS) ACTED, EXECUTED THE INSTRUMENT. WITNESS MY HAND NO SEK REQUIRED SIGNATURE .lkMLA4M A41U," ,/F.NpIN/ MAJ.k,It PRINTED NAME COMMISSION EXPIRES Oct. 21, ZtIC NOTARY'S PRINCIPAL PLACE OF BUSINESS C41140 &NG (CITY 8 COUNTY) STATE OF CALIFORNIA COUNTY OF BUTTE ON THIS ZO DAY OF0 k-, -2002 BEFjg§p�&T�THEUNDERSIGNED, PERSONALLY APPEARE�LILIaIv.l ManA,s i Y..11c1 .b'PEASf1RALLY NNONOI TO MEtOR PROVED TO ME ON THE BASIS OF SATISFACTORY EVIDENCE) TO BE THE PERSON(S) WHOSE NAMES) ISIARE SUBSCRIBED TO THE WITHIN INSTRUMENT ACKNOWLEDGED TO ME TINT NFJSNENHEY EXECUTED THE SAME M HISIHERNHEW AUTHORIZED CAPAGTYQESA AND THAT BY HISMERITHEIR SIGHATURE(S) ON THE INSTRUMENT THE PERSONS) OR THE ENTITY UPON BEHALF OF WHICH THE PERSON(S) ACTED, EXECUTED THE INSTRUMENT. WITNESS MY NAND NO SEAL REQUIRED SIGNATURE \NA•lnr�[i M0.1k,111 ��� FRUITED NAME COMMISSION EXPIRES OLk. ll. 2JJ05 NOTARY'S PRINCIPAL PLACE OF BUSINESS%i. iiN NtISu NC taTrecouNTY� HKRYLNNA STATE OF.tllt COUNTYOFAWNR j4CD6RIGK ON THIS qAY OF •GlN A 2007,BEFORE-THE UNDERSIGNED, PERSONALLY. APPEARED JwAA D t s PERSONALLY KNOWN TO ME(OR PROVED TO ME ON THE BASIS OF SATISFACTORY EVIDENCE) TO BE THE PERSONS) WHOSE HAME(S) ISIARE SUBSCRIBED TO THE WITHIN INSTRUMENT AND ACKNOWLEDGED TO ME THAT HEISHETNEY EXECUTED THE SAME IN W SNERITI.OR AUTHORIZED CAFAGTY(IESA AND THAT BY HISAIERITHEIR SIGNATURES) ON THE INSTRUMENT THE PERSON(S) OR THE ENTITY UPON BEHALF OF WHICH THE PERSON(S) ACTED, EXECUTED THE INSTRUMENT. WITNESS MY HAND NO SEK REQUIRED. SIONATURE�.a�[C 1+' ,(�IryilEY7G S %RArUCOt-SIF . PRUTED NAME COMMISSION EXPIRES NOTARY'S PRINCIPAL PLACE OF BUSINESS /RQD F.RKA: uxfYY. nD. • (CIlY6 COUNTY) ' CLERK �/Oy�F�A`THE BOARD OF SUPERVISORS' STATEMENT OUNTY OF T I• E OF CALIFORNIA. DO HEREBY STABOARD E THAT ON THfl VI�AY OF 2003, THE BUTTE COUNTY BOARD OF SUPERVISORS OFFICIALLY PROVED THE SUBDIVISION MAP OF BLOSSOM ESTATES SUBDIVISION. DEDICATIONS SHOWN AS ITEMS A B, C AND O IN THE OWNER'S STATEMENT HEREON AND OFFERED FOR DEDICATION WERE ACCEPTED ON BEHALF OF 7^�^fNJTITIESN `E'D&�f K OF THE BOARD FFSUPERVISORS BY: D P FILED THIS( QDAY OF rAAAr'ii .LOO; AT 9' ".M. IN BOOK Lr:—OF MAPS, AT PAGES AT THE REQUEST OF EDWARD C. MOAUGHLIN. SERIALNO.: CANDACE J. GRUBBS COUNTYRECOROER BUTTE COUNTY. CALIFORNIA BY: �^1 'm. 1.�,-44A-- DEPUTY COUNTY RECORDER BLOSSOM ESTATES SUBDIVISION PARCELS 1. 2 AND 3 AS SHOWN ON THE CERTAIN PARCEL MAP RECORDED IN BOOK 780F PARCEL MAPS, AT PAGE 75, ALSO BEING A PORTION OF LOT S AS SHOWN ON THAT CERTAIN MAP ENTITLED RM TURNER'S SECOND SUBDIVISION - RECORDED IN SOOK'B' OF MAPS, AT PACE 10. IN SECTION 25. T.21 H.. R. 1. E.. M.D.B. I M. BUTTE COUNTY. CALIFORNIA FOR EDWARD C. MCLAUGHUN AND STEVEN R McNELIS v ln�wnlmrwmPc. RAR ROLLS AOEaRSO•.ROLLS APRiL. 2002 99130 'SHEET 1 OF a 100 K /S6 %AcE I;ra BASIS OF BEARINGS RECORD REFERENCES LEGEND THEBASIS OFBEAINGSFORTHISSURVEYISTHENORTHUNEOF AI RECORD DATA PER 'R.U. TURNERS SECOND SUBDMSION, O SET 1-1M IRON PIPE TAGGED RCE ]]381 SECTION 25.T. 211LR 1 E.. M.D.O. a M., AS ESTABLISHED FROM FOUND MONYNENIS AS SHOWN ON THAT CERTAIN MAP ENTITLED ---------------------------- FO ECNTI. P. T, -..P COLONY CO. DAYTON TONMSHIP, BUTTE CO.. CAL'A' BOOK 8 OF MAPS. PAGE 10 • ' FOUND MONUMENT AS DESCRIBED 'MAHAN VALLEY ESTATES,' RECORDED IN 800K 116 OF MAPS. AT PAGES 9, 10.11 AHD 12, SAID LINE HAVING THE BEARING OF NORTH R2 RECORD DATA PER PARCEL MAP RECORDED IN BOOK 7O OF .0 CALCULATED POINT, NOTHING SET 69--r EAST. 20 PARCEL AAPS, AT PAGE 75 Y MEASURED BEARING OR DISTANCE - - R3 RECORD DATA PER'OURHAM VALLEY ESTATES; BOOK 118 OF R3 Nn r4r E(C) -or (C) MMS, PAGES 0.10.11 AND 12 C CALCULATED BEARING OR DISTANCE W N R R• RECORD DATA PER -OURN]AI VINTAGE ESTATES.' BOOK 430 OF R RECORD BEARING OR DISTANCE ' N OV31'•I' W (R3.C) IB.00 (R3.C) LAPS. PAGES 60.69. ]0, 11 AND 71 D DEED BEARING OR DISTANCE H D REC AD DATA PER DEED RECORDED IN BOON 2510. AT PAGE aECTION LINE 6ETWEFII BARE COUNTY OFFICIAL RECORDS [-1]6 BUFTE COUNTY PIANS. FM1E NO. E -T38 N SCALE 1•• 100' FS 33p%. TAMED -•-- Ftl SUBOMSION BOUNDARY 6 T NOO.31'11 VIM 1213.6810 MOO•]]'OD'W'IR2,0) M3LT6'IR2,W -- TURNER - LANE------ wDo°a_a'r�Ray h�lzw_m �R1ct-Nax'J1_A:u_5o•iAn qW SNYC { FO BUTTE CDUMR 110M11IENT AIST PER 0.3 AND E•T56 S 11P 09'!1'[10.1,71 flO3T'IP{YI CENTEALIE DUA- MTFO1 HIGNWAV FO RAILROAD!PIKE AT AL OF WAVE PER A1.0 a SB °20'59 (R2,O1 EB°1039 wW(C) Oa TAU. [... WANM 1•i�ALPMq•JT E Lp3Y B 6N°ytll- A� 1 O � TyLf.B yP16E N I G112� 9911 � �pL :i�1 066. FD 6.0.E COUNTY HIGNNA] L101IU'"T A256 PER A2,R3 ARO E•759 srob3'M'[W tZACI F0. RAILROAD SPINE -- AT NORTHWEST CORNER SECTION 25 PER R3 FO RAILROAD SPIKE- AT NORTH 1/4 CORNER SECTION 25 PER A3 PARCEL I .:.DOW • Q::4 e. nroa' ) U R1.• L• RLIi 25 23 IMPL RDA[ 24 'V ¢ LINE DATA N 00'21OP W (0.2,0) M.oO (P2.D,C) NO Pl111 ----------------- �- co"' LS 3616 ]LA R3 ------ S ---------------------------- FO ECNTI. P. T, -..P NOD•3111 W 116!.37 ' FD .1/1 LP. •GGLD LS 3616 PER 0.3 - Na9••3,4r E(RSC) 417.OWtR3,C) - BE A. V g616 BEARS b i]°ro b'Q, C I FROM POSITION PER AS D TM19 fAP 20 ! NB•13'13'E' 111.69' - (D N 69.1 1'69• E( R2.0) .5.12'(0.2.13) R3 Nn r4r E(C) -or (C) • n NB•1039'E(RS.C) 16.613 (RI,R].LT W N R 8 NOO.31'I1W01LCI =.7rtR3.C) I N OV31'•I' W (R3.C) IB.00 (R3.C) � o H 0.3 aECTION LINE 6ETWEFII IW^ ¢ FS 33p%. TAMED Q OF MRhER'a SECOND SUBDIVISION PER RI AND AS w g • a r•� PARCEL 3 I PARCEL 2 U >- 2 s .W � R2 R2 -1 R3 Z O Q > IN p �S - SOUTHWIND COURT r 3 I gm oo bz \1z z = Q n ' -FO 1-V2 Le TAGGED LS 6616 PER AS J EkPS 131 \Z ' ms's E`J Ns•EiiP'� OP` / OVFiNPM W� R4 qW SNYC { FO BUTTE CDUMR 110M11IENT AIST PER 0.3 AND E•T56 S 11P 09'!1'[10.1,71 flO3T'IP{YI CENTEALIE DUA- MTFO1 HIGNWAV FO RAILROAD!PIKE AT AL OF WAVE PER A1.0 a SB °20'59 (R2,O1 EB°1039 wW(C) Oa TAU. [... WANM 1•i�ALPMq•JT E Lp3Y B 6N°ytll- A� 1 O � TyLf.B yP16E N I G112� 9911 � �pL :i�1 066. FD 6.0.E COUNTY HIGNNA] L101IU'"T A256 PER A2,R3 ARO E•759 srob3'M'[W tZACI F0. RAILROAD SPINE -- AT NORTHWEST CORNER SECTION 25 PER R3 FO RAILROAD SPIKE- AT NORTH 1/4 CORNER SECTION 25 PER A3 PARCEL I .:.DOW • Q::4 e. nroa' ) U R1.• L• RLIi 25 23 IMPL RDA[ 24 fY OF BYTTC \ Iflc PD. PAILROAD SLAKE \\V (RS,C `�� PER R! aii (RS,U MWENLUM DURIMY i 8 O FD. AYLAOAD SPIKE DAYTON NGNYAT A �� PCR 92, AS AND RI I61.sD'� L�G1�6G�VWA AT�fl1. / 09 M EE6Ay1 {T L •T sB" 55. LM1 y112. g1�D.j� E\PSW . 6� BLOSSOM ESTATES SUBDIVISION PARCELS 1.2 AND S AS SHOWN ON THE CERTAIN PARCEL MAP RECORDED IN BOOK 76 OF PARCEL MAPS AT PAGE 75. ALSO BEING A PORTION OF LOT 5 AS SHOWN ON THAT CERTAIN MMP ENTITLED'R.M. TURNER'S SECOND SUBDMSIOW RECORDED IN BOOK'B' OF MAPS. AT PAGE 10, IN SECTION 25. T. 21 N. R. I. E.. M.D.B. a M. BUTTE COUNTY, CALIFORNIA FOR EDWARD C. McLAUGHLIN AND STEVEN R. MCNELIS -.0 - - -1 RAR ROLLS AINIDQRIoON a ROLLS NYTMDWffiW MM .OLC6.CWltlW.'A K1ID1Yff APRIL 2002 99130 SHEET 2OF4 l3o0t< RSG PACe 60 'V ¢ LINE DATA N 00'21OP W (0.2,0) M.oO (P2.D,C) totO NDD'31Y1•W(G) g O NaB•.'E lRtl NI).]8'(Rl) Psi - Na9••3,4r E(RSC) 417.OWtR3,C) •�M, 2 OS HAS 11'Y -E DO,OI 3..W IR2.0) ! NB•13'13'E' 111.69' (D N 69.1 1'69• E( R2.0) .5.12'(0.2.13) I Nn r4r E(C) -or (C) • n NB•1039'E(RS.C) 16.613 (RI,R].LT W N R 8 NOO.31'I1W01LCI =.7rtR3.C) N OV31'•I' W (R3.C) IB.00 (R3.C) � o IDDO'IP2, D,CI aECTION LINE 6ETWEFII E ms 24 AND 2S PER RI 286x'(Rl,C) AD INERLY LANE LDT B OF MRhER'a SECOND SUBDIVISION PER RI AND AS fY OF BYTTC \ Iflc PD. PAILROAD SLAKE \\V (RS,C `�� PER R! aii (RS,U MWENLUM DURIMY i 8 O FD. AYLAOAD SPIKE DAYTON NGNYAT A �� PCR 92, AS AND RI I61.sD'� L�G1�6G�VWA AT�fl1. / 09 M EE6Ay1 {T L •T sB" 55. LM1 y112. g1�D.j� E\PSW . 6� BLOSSOM ESTATES SUBDIVISION PARCELS 1.2 AND S AS SHOWN ON THE CERTAIN PARCEL MAP RECORDED IN BOOK 76 OF PARCEL MAPS AT PAGE 75. ALSO BEING A PORTION OF LOT 5 AS SHOWN ON THAT CERTAIN MMP ENTITLED'R.M. TURNER'S SECOND SUBDMSIOW RECORDED IN BOOK'B' OF MAPS. AT PAGE 10, IN SECTION 25. T. 21 N. R. I. E.. M.D.B. a M. BUTTE COUNTY, CALIFORNIA FOR EDWARD C. McLAUGHLIN AND STEVEN R. MCNELIS -.0 - - -1 RAR ROLLS AINIDQRIoON a ROLLS NYTMDWffiW MM .OLC6.CWltlW.'A K1ID1Yff APRIL 2002 99130 SHEET 2OF4 l3o0t< RSG PACe 60 Z===> - z �� Al • 3." K.1(GROW) 5.58 AQ WET) DIEMENT PFA N YETUPMIENAG'S)SEC 91BDIWSgN, 8001 B OF IYPS, HQ q TURNER xoo•)i, b00°)i .1•Y . W.*..I"V([I .O.ODIC) I xowvLiY Ml.00' ��-T I x00•ai u•v �� . RL00' _ Selii $� 'R Moo 1 . i TYRNrA LANE FAWF NT F01 XNGREW, CGRES] Y10 MIGC PI -. To WBLII BE PiRCLL FI011 i1Q BE.IUIT IN 4.1 K.IGR09K 1,10 .(NErI . W.*..I"V([I .O.ODIC) I xowvLiY Ml.00' ��-T x00•ai u•v �� . RL00' 00.00' Iq.00' Ro.o0' 160.00' 1I- Moo 1 . i 8� p 12 13 e 14 8 15 $ • 16 � L_ -\'°0D w8 0.52 An tGAGSsI 443 ACI WOs51 ,� n43 AQ (GROW) g 8 0.41 AG 1GNOW) S O" AL GROW) / � - 3 - • an Q. ACAKI) 9 QW KINETI V O.WAQ(NCT) ID- 4]B AC. (NET) .15 AC.IhET) i Y O � J 1.01 AC. J Nilyl N6.•IO'.]�[ IRK.), _��� ' G ! ] � �`--- xD0•m'u'x1aLT1 , m �p . z0.00' i ---ila.aa ---- - SQA ----- - •(!{• © yB�ye] O SDUTHWIND COURT 0 G O O [TQao' � / O /]6 / - hoo•]i .i VINAnX D h00•]i 1i Y : 0 / 0 (� % ^ i :a as To.oB' oao 0 /�__� 4 / LINE DATA Qo_ 9 0 N00•v'.IY o W D O O^ O 0.98 AC.1GR09]I 0.91 K(hCT) M 1 N 89.25'18' E .070 _��' 0 '_ Tlq £PZO -_-- r `\ ' '� \ 2 NOO'OT11'W 31.10 y hWIi 05•VIPA0.) \ / �. $Q Ji_ Wb /10 ' 3 Nio 12 eo.m'-� y 5 N00.11'1W ZO.CO i 11 10 (D 1 1 ��.4.2 K.IGPOW) O.ss AC tNEFI i rl //' S Sta•OPSrE CARVE DATA 50Go(C) - 0.52 AQ IWOss) QTI K.IGN055) q'P.SE. )d >0 1 logia[. ,° 6 n �� •g 0..5 ALINCTI m 0..9 RE. (NET B ^ ' TTR 1 p 0..5 AC. (GR055) y 7 i i A .R•100.Go' G•7I.OB25' L•124.11'. L R•47D 00 D•11'205T L•91.10' • - - S' OF 0.W.t"ET) B OT 1 ' R•200.W D•18-WIW L• WAS 1A R. Woo D. U-4nT L• .IAT - O.TI AC (GROWL m'� i , 410 AG IN"I lG1 9O�tA C It -500.00 D•18'.1T1f' L•IW.G' N R• SO.OP D•SB'1B'10 L• W.10 )T y1PD� E ,`1 \ �' J D R• 20.00' 0.00'0000 L - MAT 0 R• 5(1.00 0.11.2150 L• 5220 cos �-\ 0- NWA M 119.9���'' \ 7,8• N\G E 8.230.00 0•oe'O1T1' L• 21.1T P R• W.a0 0•N']ZOT L• ]BR N00•)i .i v y+ e� o ' \:$ •g'QZ '•• F 8.270.00• 0.12-W L - 5O.W O R•WOAO 0.02.00]5' 0•M•2.'35' L. 0.09'20aT L. 1550 L. W..T 110L� LG1 `2'vq[ STONY �i 1 DRAINAGE OoQ �\.g G R. 20.00 13.50 R 8.3]0.00 60.67 D•OT'2001' L. ".as EASE- 4� a� L p,0>p \ H R - 50.00 D.89.1TJ1' L• 5 8.510.00 W.M R' /i O b 9� Pl G1 \`y \ ' J R• 5(1A0 D•81'1TJ.' L• SEAT T R•1To.o0 D•ta']8'I0 L - W$ 460ACIGR0541 8 5 D ```` !39°G+EL LEGEND OSI K. (x[r) N R•.TOAD 0.07.2041' L. W.15 \�O„\ T 0 O O\UDOR"' SET 1.1N'IRON PU'ETAGGED RCE WMI J3LOSSOM ESTATES SUBDIVISION g O SET 515'REBARY M PLASTIC W"IKED RCE WUl PARCELS I,2AND 3AS SHOWN ONTHE CERTAIN PARCEL MAP 9 0 SET BUTTE COUNTY ST D.&11 CENTERLDE MONLUEJR ECO DED IN BOOK76 MAPS. TONilaT RALSD �'� / .4.00'(CI BEING OF LOT THAT Y • ' SET RAMOAO SPIKE CERTAIN MAP ENTITLED'RM. TURNER'S SECOND SU80MSIOW -8- ��T� T)r'� • FOUND MONUMENT AS DESCRIBED RECORDED IN BOOK OF MAPS, AT PAGE 10, IN SECTION 25, T. 21 N. 0.1. E., M.D.B. S M. Obi� / CALCULATED POINT. NOTHING SET BUTfECOUNTY.CAIJ ORNIA 'TT j9LpL0 THEEXACT LOCATONOF AN EXISTING EASEUENTIN FAVOROF U.S. SPRINT Y MEASlIPEOBEARW00R 01STANCE FOii OMPANY RECORDED UNDER BUTTE COUNTY SERMLCOMMUNO 8b3IBTION C IO B9093W 15 NOT KNOWN MIO IS THFJtEFORCOROEWS EDWARD C. MOLAUGHLIN AND STEVEN R. McNELIS Sd y(�J C CALCULATED BEARINO OR DISTANCE THE EASEMENT IS DESCRIBED AS BEING TEN 00) FEET IN WIDTH. BEING FIVE (3) (NADU RADIAL BEARING RAR FEET EITHER SIDE OF U.S. SPRUR'S FIBER OPTIC CM%IUNICATIONS CABLE AS R PS.E. NOW EXISTS ALONG AND ADJACENT TO THE EASTERN WGHTOF WAY OF PUBLIC SERVICE EASEMENT ROLLS AND aR aON s ROLLS TURNER ROAD, A PRIVATE ROAD. SUBOMSION BOUNDARY +nrQlp+npt Twn .O�cuiNlNY. m91TaN+ ABUTTERS RIGHTS RELINQUISHED TO BUTTE COUNTY APRIL. 2002 G913D SHEET 30F4 800 /!r6 /°46 ' CLTA STANDARD COVERAGE POLICY - 1990 If you want information about coverage or need assistance to resolve complaints, please call our toli free number: 1-800-729-1902. If you make a claim under your policy, you m;lst furnish written notice in accordance with Section 3 of the Conditions and Stipulations. Visit our World -Wide Web site at: http://www.siewart.com POLICY OF TITLE INSURANCE ISSUED BY S T EWART TIT I.E GUARANTY COMPANY SUBJECT TO THE EXCLUSIONS FROM COVERAGE, THE EXCEPTIONS FROM COVERAGE CONTAINED IN SCHEDULE B AND THE CONDITIONS AND STIPULATIONS, STEWART TITLE GUARANTY COMPANY, a Texas corporation, herein called the Company, insures, as of Date of Policy shown in Schedule A, against loss or damage, not exceeding the Amount of Insurance stated in Schedule A, sustained or incurred by the insured by reason of: 1. Title to the estate or interest described in Schedule A being vested other than as stated therein; 2. Any defect in or lien or encumbrance on the title; 3. Unmarketability of the title; 4. Lack of a right of access to and from the land; and in addition, as to an insured lender only: 5. The invalidity or unenforceability of the lien of the insured mortgage upon the title; 6. The priority of any lien or encumbrance over the lien of the insured mortgage, said mortgage being shown in Schedule B in the order of its priority; 7. The invalidity or unenforceability of any assignment of the insured mortgage, provided the assignment is shown in Schedule B, or the failure of the assignment shown in Schedule B to vest title to the insured mortgage in the named insured assignee free and clear of all liens. The Company will also pay the costs, attorneys' fees and expenses incurred in defense of the title or the lien of the insured mortgage, as insured, but only to the extent provided in the Conditions and Stipulations. Signed under seal for the Company, but this Policy is to be valid only when it bears an authorized countersignature. BIDWFELL TITLE & ESCROA COWANY Company 500 Waft SbW----E, --E:, Chico, CA 95,92- ' City, State 151 (Rev. 1.19.91) PEWART TITLE GUARANTY COMPANY = c .,' TEx„Agmnn�o Pagel of CNJP-1597- 8 5 0 5 4 7 Policy Serial No. resident Office File No.: 00230931-002 Policy No. CNJP1597850547 Amount of Insurance: $200,000.00 1. Name of Insured: James Joseph Murphy and Jody Murphy SCHEDULE A Date of Policy: 02/15/2007 at 9:00 A.M. Premium Amount: $710.00 2. The Estate or Interest in the land which is covered by this policy is: A Fee 3. Title to the Estate or Interest in said land is at the effective date hereby Vested in: James Joseph Murphy and Jody Murphy, husband and wife, as Joint Tenants 4. The land referred to in this Policy is situated in the County of Butte State of California, and is described as follows: See SCHEDULE C attached hereto and made a part hereof. SCHEDULE A CLTA Standard Coverage This Policy valid only if Schedule B is attached. CLTASTD Office File No.: 00230931 Policy No. CNJP1597850547 SCHEDULE B EXCEPTIONS FROM COVERAGE This policy does not insure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses which arise by reason of: PART 1. Taxes or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public records. Proceedings by a public agency which may result in taxes or assessments, or notices of such proceedings, whether or not shown by the records of such agency or by the public records. 2. Any facts, rights, interest or claims which are not shown by the public records but which could be ascertained by an inspection of the land or which may be asserted by persons in possession thereof. 3. Easements, liens or encumbrances, or claims thereof, which are not shown by the public records. 4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a correct survey would disclose, and which are not shown by the public records. 5. (a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights, claims or title to water, whether or not the matters excepted under (a), (b), or (c) are shown by the public records. PART II 1. General and Special County taxes for the fiscal year 2007-08, including possible personal property taxes, now a lien, but not yet due or payable. 2. The lien of supplemental taxes, if any, assessed pursuant to the provisions of Chapter 3.5 (commencing with Section 75) of the Revenue and Taxation Code of the State of California. 3. All taxes, assessments and obligations of the Durham Irrigation District. 4. Dedications, Reservations and Note(s) for specific purposes as set forth on the Map recorded March 17, 2003, in Book 156 of Maps, at page(s) 59, 60, 61 and 62. 5. Agreement and Covenant Running with the Land for Installation of Curbs, Gutters, Sidewalks and Other Urban Improvements Executed by Edward C. and Debra L. McLaughlin, Steven R. and Kristen J. McNelis Recorded on March 17, 2003 Recorded in Butte County Official Records Serial No. 2003-16434 6. TERMS, CONDITIONS AND PROVISIONS of an Agreement Relating to Road Maintenance Agreement Executed by Steven R. McNelis and Edward C. McLaughlin Recorded on March 17, 2003 Recorded in Butte County Official Records Serial No. 2003-16435 SCHEDULE B CLTASTD CLTA Standard Coverage SCHEDULE B - (CONTINUED) Office File No.: 00230931 Policy No. CNJP1597850547 7. Declaration of Covenants, Conditions and Restrictions, as set forth in the following declaration Recorded on March 17, 2003 Recorded in Butte County Official Records Serial No. 2003-16436 Said Covenants, Conditions and Restrictions provide that a violation thereof shall not defeat the lien of any mortgage or Deed of Trust made in good faith and for value. Covenants or Restrictions,'if any, based upon race, color, religion, handicap, fanulial status, or national origin unless and only to the extent said covenant (a) is exempt under Chapter 42, Section 3607 of the United, States Code, or (b) relates to handicap but does not discriminate against handicapped persons, are deleted. NOTE: Section 12956.1 of the government Code provides the following: if this document contains any restriction based on race, color, religion, sex familial status, marital status, disability, national origin, or ancestry, that restriction -violates state and federal housing laws and is void. Any person holding an interest in this property may request that the county recorder remove the restrictive language pursuant to subdivision (c) of Section 12956.1 of the Government Code. END OF EXCEPTIONS SCHEDULE B CLTASTD CLTA Standard Coverage BIMVELL TITLE & ESCROW COMPANY srEIVART'1'inE GUARANTY COMPANY, CHICAGO TITLE INSURANCE COMPAM, T1C0R'rrrLE 1NSUIUNCE COMPANY, SECURITY UN10N'rITLE INSURANCE COMPANY, FIRST AMERICAN TITLE INSURANCE COMPANY February 1, 2003 '1'Ille V of the Grnnna-Lench-Hllley Act (CL13A) generally prohlblts nuy Ilualtclnl hisllludou, directly or through Its afllllates, from sharing noupubllc persounl li formollon nbout you ivlth n uonalllllaled third party unless file luslitullou provldes you with n nonce of Its prlvney policies and practices, such as the type of lul'ormittlon that It collects about you and the cnlegories of persons or entities to whom It may be disclosed. We recognize and respect the privacy expeclalions of today's consumers and file requirements of applicable federal and state privacy laws. We believe [hat making you aware of how we use your non-public personal information ("Personal In(ormation"), and to whom it is disclosed, will form the basis for n relationsl,hp of trust between us and the public that we serve. This Privacy Statement provides that explanation. We reserve the right to change thisPrivacy Slatemenl from lime to time consistent with applicable privacy laws. In the course of our business, we cony collect Persuunl Inl'ortmalion nbout you Irout lite following sources: • From applications or other forms we receive from you or your authorized representative; • From your 11-ansaCHO11S with, or from the services being perforated by, us, or our affiliates, or others; • From our internet web sites; • From the public records moininined by governmental entities that we either obtain directly Iiom those entities, or iron, our allil holes or others;and • From consumer or other iepoiliug agencies. Our Policies Ilegnrdlug Me I'ruteclluu of the Cunlideutlnlily and Security or Your I'ersomnl tulormntiou We maininin physical, electronic and procedural safeguards to protect your Personal Information from unauthorized access or imhvsiou. We limit access to the Personal Information only to those employees who need such access In connection will, providing products or services to you or for other legilitmte business purposes. Our Policies and Practices Regarding the Shoring of Your Persuunl Inlorntallun We Wray share your Personal li forinulion with our alliliotes, such ns insurance companies, securities and banking providers, agents, and other teal estate settlement service providers. We also may disclose your Persotml htforntalion: • to ugenls, brokers or representatives to provide you with services you have requested; • to third -pally mitroclors or service providers who provide services or perform morkeUng or other functions on our behall'; and • to others with whom, we enter into joint marketing agreements for products of services that we believe you may lied or interest. We any disclose nn,y of lila nbuve Inlormnllun lhn( we collect about our customers ur Former customers to our nllllinles or to nuunllllinledthhrd panics ns pertuitlud by Ino. In addition, we will disclose your Personal Inlortnalion when you direct or give us permission, when we are required by law to do so, or when wesuspecl f i nuduleul or criminal activities. We also disclose your Personal Information when otherwise permitted by applicable privacy laws such as, f'or example, when disclosure is needed to enforce Our rights arising out of miy agreentenl, fl'allsoctlOn or relationship with you. IyVe du nut disclose ally nonpublic personal Inl'orntntiun about you with anyone for ally Purpose (lint Is mol specilicnlly permitted by lay. Una nl'the Important restousibilllles of -some ol'our mIIlllated companies Is to record documents ht the public domnin. Such documents stay cuntmi❑ your Persuunl lulorntalion. [tight to Access four Personal [nfurntntion mud Abllily to Correct Errors Or Request Changes Or Deletion Certain slates afford you the right to access your Personal lnlbrntation aid, under certain circumstances, to find out to whom your Personal Inlortnalion has been disclosed. Also, certain slates aflord you the right to request correction, amendment or deletion of your Personal Information. We reserve the right, where permitted by law, to charge a reasonable fee to cover the costs incurred in responding to such requests. All requests must be made in wriliug to the following address: Privacy Compliance Officer Bidwell 'Title & Escrow Company 500 Wall Sit -eel Chico, CA 9592B Multiple ProduclsorServices If we provide you with more than one financial product or service, you may receive more than one privacy notice from us. We apologize for my inconvenience this may cause you. UTEC/pieptivacy BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM 0 FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) ❑ CHICO AREA RECREATION AND PARK DISTRICT (CARD) PARADISE RECREATION AND PARK DISTRICT (PRPD) iJRHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) - �)�_ U 66 Building Permit Number13 6'1 . IA -1 U Property Owner (s Project Location h Subdivision Name 1,/New Development Alteration/Addition(s) Mobile home Assessable Sq. Ftge V Type of Residential Development (check one) Demo Permit (date issued Comments: Building Single Family -Detached Non -Residential to Residential Mobile home replacement al.G Date Single Family -Attached Multi -Family Dwelling verified by Assessor Department verified by Building Department 0 FRRPD ❑ CARD 0 PRPD L4' DRPD certifies. that: ;Sarney d• �oa� YY� �In �, 3 Va - All yr7 Applicant Name Phone Number Mailing City State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. Q q — / 0 J? by Payment o£ Remarks: Dwelling Units @ $ per unit for a total of $ O Square Feet @ $ ._ per sq foot for a total of Paid by Check No:. Paid by Cash: Receipt No: � ga ! q .ALe�, Recreation and Park District Representative Date AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 COPY of Docusent Recorded 27 -Aug -2007 2007-08405*37 Has. not been coupa3red with original BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this .property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: �lo4�j sDolvw 1t\11) �T. A� °I�5�iD �45Ci. N6%om ALL THAO 'i, I CL \ IL L— t7+Z c r&a� --1- �/ cA ✓> . InAi t C tr��� ►�n >±10 n L l�iu�sc�►r, 5``1 L�'5UbVIV15i&1 °���,(-k ��AS f'�-cc���� rV'At LA'-( C& 1\ 4-, L: f is i7C-d'_ 41n = E.'v j;:.`1+�L c� 7 �"(E 4 "IAI C- 4- j`. � t21v � 1-I f 2u C`.5 ., (ll t k i `� (p ol- A'( V-P,(It CS 64,C, iy 1 6"\,\; b C/ Date u % State of California County of -wTjC On '�6 t before me, (lr;i,- rNotary Public personally appeared _,%Cc.r)1l� J h(.A)'-Q0 f %-- \l ©CIL ;' Jq l/hUk-/�Y personally known to me (or proved to me on the basis of satisfactory evidence) to be the persons) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESSmyhand and_offici I seal. Si nature ,��/LC� �-- f =��i �� (` ��eal: NANCY B. MENDONCA g COMM. # 1653702 NOTARY PUBLIC.CAUFORNIA / COUNTY OF BUTTE �� - ��V 5 Comm. Expires March 24, 2010 A.P. # J Yv� .-. `t ,..w1 -.'--- r -,. — .. '.'`..,-_-.r��• v 4' N . -u' .ice. — .w BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District ) �4/h a YN-\ Building Department No. Tax Rate Area No. A.P. Number _ ��� Jurisdiction: City County Property Owner Property Locations Subdivision 661. Residential Development No Living Units Commercial/Industrial New Building Department MobileHome Installation Addition J Lot No. .................................................................................................. / \ 0 Sq. Footage U3 Addition/ 'Supplemental to (Group R) Conversion Permit # Cr. Demo - '(No foundation inspection) i existing sq. ft. see attached _.................................................................................................. Net total sq. ft. Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Sq. Footage (Including Exterior Roofed Areas) Date District Identification' -No. _ . School. District certifies that `TGs te -,J ,g;-1 O �") rYI P S -pT r -'N H I) R— f'N V (Payor) (Street Address) .t ft-\ CA- qs9:3 g' 3ya--0y (State) (Zip Code) (Phone Number) has complied with the requirements of Resolution No. Q (p — by payment of $ representing n square feet. B 2926 $ FULL MITIGATION $ School Paid by Check # Remarks: F- Date Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (school district), Yellow (building department), Pink (applicant) feeforrn.xls (12/06)dmm 0 •b o a _ r d e 1 q D r r"' r o tA4' .:�. -Y 1. - r�•.: D.'rri-f .. f. -K HAND ERECTION - LEVANTAMIENTO A MANO GENERAL NOTES NOTAS GENERALES i BRACING FOR THREE PLANES OF ROOF BRACING,FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES •c, Trusses are not marked in any way to identify Los trusses no estin marmdos de ning6n modo que elf Trusses 20' or ;=+ ; _ r7f Trusses 30' or . - ; the frequency or location of temporary bracing. identiflque la frecuenda o localizad6n de los arriostres LJ less, support LJ less, support at t ` TEL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 . y. Follow the recommendations for handling, (bracing) temporales. Use las recomendadones de manejo, at peak. EL ARRIOSTRE EN TILES PLANOS ®E TECH® ®Refer to SCSI -B7 Maximum lateral brace spacing installing and temporary bracing of trusses. Instalad6n y ardostre temporal de los trusses. Vea el (plletq quarter points. f c ""'• Refer to BCSI 1-03 id o Good Practice forevante Summary Sheet. 10' o.c. for 3x2 chords ti. B I i-03 Gula d BuenaB Pradlca para el Manejo Incl"r(6n Levante de f'7( This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. del pito los los cuartos u Tempo aoZ and 15' o.c. for 4x2 chords Diagonal braces y')r Connected Wood Tr rccec for more detailed v Ardo red IDS T cc c d Madera �nneciadoc m . Este metodo de arriostre es ara todo trusses exce to trusses de cuerdas aralelas 3x2 4x2. Permar ant Bracing of 15' 9 Plains de Metalpara para mayor Informad6n. trusses de 20' de tramp los P P P Y 10 every 15 truss Information. pies o menos. for Parallel Chord Los Trusses u trusses de 30 1) TOP CHORD - CUERDA SUPERIOR Trusser. for more - spaces (30' max.) jk i Truss Design Drawings may specify locations of dibujos de dlseno de los busses pueden espec(fimr 14- P to 20' 'I pies o menos. Trusses up to 30 -< .K � . permanent bracing on individual compression las Iocallzadones de los arriostres permanentes en IDs • i' members. Refer to the BCSI-B3 Summary miembros Individuales en compresl6n. Vea la hoja resumes Trusses hasty 20' Trusses hasta 30' Longitud de Tramo I Sheet - Web Member Permanent Bracing SCSI -83 Dara los aniosW pgrmanentes y refuerza de lnc rolembros sentndarios (webs) Para ma - Re(nfnrcem�nt for more information. All other P mayor Informad6n. EI HOISTING - LEVANTAMIENTO 1 10' o.c. max. ;) permanent bracing design is the responsibility resto de arriostres permanentes son la responsabilidad del #11V of the Building Designer. DLsenador del Ed(fldo. f �( Hold each truss In position with the erection equipment until temporary bracing Is Installed and LJP r1 g ' truss is fastened to the bearing 30' to 45' The consequences of Improper handling, installing jl points. Sostenga Cada truss en posicl6n con la gr6a hasta que el arriostre temporal este instalado y el 8 pies m6ximo r and bracing may be a collapse of the structure, or r t truss as_ urado en los so eg P°• 45 a 60 les .; worse, serious personal injury or death. y d m 60' to 80'* 4' o.c. max. HE tEI resultado de un manejo, instalaci6n y arriostre+ '�, b.�' wa" ` inadecuados, puede ser la tarda de la estructura o Do not lift trusses over 30' by the peak. informaci6n. on vertical webs In line 2x4x12' length lapped Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Longitud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 pies 10 pies m6ximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies m6ximo 45' to 60' 6' o.c. max. 45 a 60 les 6 pies m6ximo 60' to 80'* 4' o.c. max. HE 60 a 80 (es* 4 pies m6ximo a6n peor, muertos o heridos. ,, No levante del Pico los trusses de m6s de 30 pies. *Consult a Professional Engineer for trusses longer than 66'. �( Tolerances for Out -of -Plane. - Tolerancias para Fuera-de-Plano. a *Consulte a un Ingeniero para trusses de mas de 60 pies. _ LJ r •x. aow Max.Mex. Bow Max. Truss Greater than 30' _ _ Length --i Bow Length Lfu� 7+' t<'f M65 de 30 Ales ` a Len -aL rA 3/4' 12.5' ' 1 ' ) See SCSI -B2 for TCRB options. _ .\ v P _ Max. Bow Length -> Ji HOISTING RECOMMENDATIONS BY TRUSS SPAN Q _ 7/8" 14.6' Banding and truss plates have sharp edges. Wear Vea el SCSI -B2 para las options de TCiLB. s-� \ t7f Tolerances for D/50 D (ft.) 1' 16.7' RECOMMENDACIONES DE LEVANTAMIENTO _ LI Sy gloves when handling and safety glasses when POR LONGITUD DEL TRUSS \ �.- Out -of -Plumb. I/4' 1, 1-1/8. 18.8' rt, r-" cutting banding. _ - Tolerancias Para o ' 4. r,l; �, - ^\\;` \. P 1-1/4' 20.8' Empaques y placas de metal Clasen border _ \ 1/2° 2' - f afilados. Use uantes lentes rotectores cuando E . ObUOr.16SS' \� Fuera-de-Plomada. n e 9 Y PRefer to \\' m Plumb 3/4° 3' 1-3/B" 22.9' i. torte los empaques.� d,r �, o It mina h t- k� `\ bob 1• 4• 1-1/2" 250333 JGabf nd FramI _ ,\ ti 1-3/4" 292Bracing.1-1/4" 5'��qV\ /50 max 1-1/2° 6' f HANDLING — MANE,O � Vea el res6men i7f Repeat diagonal braces. 13/4" 7 a- + Tagline - truss length B I -B6 - Arrio tr LJ Repita los arriostres 2" z 8' TRUSSES UP TO 30' del truss terminal diagonales. ,� y� Yt;' l I Allow no more No permita mos Use special care in Utllice cuidado —� i de un ho a do CONSTRUCTION LOADING - CARGA DE CONSTRUCCION than 3" every ry 10' de 3 eo Por as de windy weather or especial o drys TRUSSES HASTA 30' aquas. Set first live trusses with spacer feces, then add diagonals. Repeat r Do not proceed with construction until all bracing Is securely tion for every 10' pandeo Por Cada 10 near power lines ventosos o caeca de � P P 9 P � P 9 Y of span. pies de tramp, and airports. cables eldctricos o dMaximum Stack Height process on groups of four trusses until all trusses are set. and properly in place. 9 �.f- > aer00uertnc for Materials on Trusses urbmie Ips anco pnmeros trusses con espaciadores, luego los arriostres No proceda con la construction hasta que todos los arriostres Material Height (h) :w P1 dlagonales. Repita este procedimiento en grupos de cuatro trusses esten colocados en forma apropiada y Segura. Gypsum Board 12" Toe -in Toe -in s)tw -� ♦ hasty que todos los trusses erten instalados. ® Do not exceed maximum stack heights. Refer to BCSI-B4 Asphalt Shingles 2 bundles ti n Plywood or OSB 16" griz TSummary Sheet -Construction Loading • +' lIi Spreader bar for I _ Spreader bar 1/2 to for more Information, concrete Block a" truss bundles j r - —� 2) BOTTOM CHORD - CUERDA INFERIOR ClTile 3a tiles hl r ..n,.e 2/3 truss length I I No exceda las m6ximas alturas recomendadas. Vea el res6men �.... 4 TRUSSES UP TO 60' _� - �,:^ ,�\ (` i BCSI-84 [orgy de [onstrucri6n para mayor informaci6n. e������� TRUSSES HASTA 60' Lateral braces L:• , `r ! o 0W02x4x12' length lapped ` `e \ ' over two trusses. �:�^.� I_ m la I Attach \� •, -.\ .a fir Locate Spreader bar I f 7f Check banding Revise los empaques 'r w e L� I above or stiffback ,a : � prior to moving antes de mover los max. �� ., ^�-••���'� � �• �• mid -height �� -\`` ` �' ® Do not overload small groups or single trusses. r ,.r bundles. paquetes de trusses. •� _ +• . r Pickup vertical Levante de la cuerda <. �� �� No sobrecargue pequenos grupos o trusses individuales. r bundles at the superior Ips grupos Avoid lateral bending. - Evite la lexion lateral. `, �`� �.`� �� top chord. verticales de trusses. Place loads over as many trusses as possible. ra f qL IF_ Spreader bar 2/3 toI Coloque las cargas sobre tantos trusses tomo sea Posible. �.�, +� - .' '��'. 3!4 truss length _y - ^`'^• y� Tagline r Diagonal braces Position loads over load bearing walls. TRUSSES UP TO AND OVER 60' every 10 truss 2 4, —a' spaces (20' max.) Coloque las cargas sobre las Paredes soportantes. 7 ` TRUSSES HASTA Y SOBRE 60' ' �.i 10'-15' max. ALTERATIONS - ALTERACIONES + + d d h Some chord anweb members not shown for clarity. y ) a ty Refer to BCSI-BS Summary Sheet Truss Damage- lob5ite Modifications and Installation Errgrs.� BRACING; - ARRIOSTRE Vea el restimen BCSLB5 Dabp5je. trusses. Modificadgaes en la Obra y Errores de Instalaci6n. (% Do not store No almacene r Refer to BCSI-62 Summary Sheet - Truss [nctalla- 3) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS ® Do not cut, alter, or drill any structural member of a truss unlessTfl.Lr. {� `L unbraced bundles verbcaimente los tion and Temoorary Bracing for more information. Rr: ya � e-�"�, �.H '+- •_ _ e._.;: - — specifically permitted by the Truss Design Drawing. y{ y upright trusses sueltos. Vea el res6men BCSI-B2 - IncLlad6n d Trusses ♦ ! No torte, altere o perfore ning6n miembro estructural de los t , 1 �'rt r y Ardostre Temporal para mayor information. A%N-, \ ? ,,til trusses, a menos que este especificamente permitido en el dibujo ONE WEEK OR LESS MORE THAN ONE WEEK - \ del diseno del truss. Do not walk on unbreced trusses. Web members � ��` .�.``^•,,`��• u ;' r- 5 No Gamine en trusses sueltos. ` ^ .�'�^f Trusses that have been overloaded during construction or altered without the Truss Manufacturers 1 \ L.\` prior approval may render the Truss Manufacturer's limited warranty null and void.' r->^'.• Q Top Chord Temporary Lateral �� �\.` y b F14 in round braces for first truss direct) Brads TCTLB - t 9 y 9 ( ) ` - �,• �"-• `�� Trusses qua se hon sobrecargado du2nte la consWcci6n o hon sfdo alteredos sin una autorizaoon e F1 in line with all rows of top chord temporary y'' ` previa del Fabricante de Trusses, pueden reducir o eliminar la ga2nda del Fabricante de Trusses '4 Bundles stored on the ground for one ° +""n,, a > `F ` E`r lateral bracing. ��..i�, •'"""•- +,� . NOTE: The Truss Manufacturer and Truss Designer must rely on the fad that the Contractor and crane operator (if applkade) are ca- n. --s �{ �• d ria-^ � �\{ i - ; week or more should be raised by blocking .,,r.: �„. , - m,-- Coloque los arriostres de Cierra para el r• gable lo undertake the work they have agreed to do on a partxuWr pro)ect. The Contractor StrouM seek airy required assistaregarding n" 3 primer truss directamente en linea con ''•� construction Practices from a competent parry. The methods and procedures outlined are intended to ensure that the overall construction r.i.= c at 8' to 10' on center. �` techniques employed YAI put floor and roof busses into place SAFELY. These recommendations for handling, Installing and bracing wood r- i x A Los paquetes almacenados en la tierra por Do not store on No almacene en sada una de las filas de arriostres laterales r 2x4 min. Diagonal braces trusses are based upon the collective experience of leading technical personnel in the wood truss Industry, but must, due to the nature of jj una samosa o m6s debar ser elevados uneven ground. tierce desigual, temporeles de la aerda superior. every 10 truss responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer a Erection/installation contactor. it is not i J Intended that these recommendations be interpreted as superior to any design specification (provided by ether an Architect, Engineer, spaces (20' max.) ) Mg, installing and bracing wood trusses and II does con bloques a sada 8 0 10 pies. ,�;., r � � � 10'-15' maX. he BWlding Designer, he ErectloNins[allatlon Contactor a atlrervdse for hand .. Brace first truss well ''1 same spacing not Prelude the use of other equivalent methods for oodTr and providing America for the walls and columns as e may b; determined by ��o•'' y� r, m s T w before erection of the torsi Ety for /Instaltatlon contractor. Thus, ap Wood Truss Council of America and the Truss Plate Institute exp essly dlsdarm any 1 For long term storage, cover bundles to pre- as bottom chord responsibility for damages arising from the use, applration, a re once on he recommendations and Information contalned herein.; t` 1� additional trusses, Some chord and web members not shown for r vent moisture gain but allow for ventilation. s fi lateral bracing clarity. ra"4: Para almacen-amlento Por mayor tiemp0, r cube los paquetes para de humedad Pero permita la aumento , �— DIAGONAL BRACING IS VERY IMPORTANT WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE , 3R';r: venuventilaci6n. ! One WTCA Center • 6300 Enterprise Lane • Madison, WI 53719 583 D'Onofrlo Drive • Madison, WI 53719 11W , r-?: .r^ �°°' ift ARRXOSTRE DTd'��2 NAL ES MUY HMPORTANTE: 608/274-4849• ww+.woodtruss.com 608/833.5900• www.tpinstcrg . +d+f et ,! � ,,. :t 1,.. .,,a •r �• :n .Wv: 's�!?. .L t' ,,.,�h - L 81WARN11x1703112S *' s. - • - m� ., ',•, r .. - ^ ..;• .4 7/ �S" .Z' - �. { Y:� ''"� t:ti "+' •"4 __ ^s fir'•.. ,r' ' ;�.,,... -f]• - - .. L�-,�_.�. •Gni .'W1:,`.� :�+`i ,t. '.• I. ,: .... ..: 1 i .t,cd'` .4 .r'',tr..' ::"i � �'$-.� .'tivv"'`'" - - - - •.y .,,v .. .. .. .; �. ... �>.<.. ?,', ^ - .�. i ..e•.- ..+ �r-�f .•.f', rJ +4Tu,'tw sec.. f�' � i - ti .a ® •F : r "i} >b ''�{'" mfr vrvr.F. xrA' 7£µ w-s,f� ''fir;� 4>�'s .= :*L '#."X`. .,,'"�. ":2.a c'F r + � - !T� � � ® rs:,." a ® _ t.0 \ D r " i 49 - r r o � a n o .. _ .. '--".Ct. _ �-n �.. u • �.»� -« -,"�a. •,o. . xi. ..ri ..3i� .>.:.,...r... .Zd Information. Vea el res6men BCSI-B7 Ardostre - oermanente de The end diagonal '1"r de trusses cuerdas brace for cantilevered I �. /J paralelas para mayor trusses must be placed Lateral braces informaci6n. on vertical webs In line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION z' a6n peor, muertos o heridos. ,, No levante del Pico los trusses de m6s de 30 pies. *Consult a Professional Engineer for trusses longer than 66'. �( Tolerances for Out -of -Plane. - Tolerancias para Fuera-de-Plano. a *Consulte a un Ingeniero para trusses de mas de 60 pies. _ LJ r •x. aow Max.Mex. Bow Max. Truss Greater than 30' _ _ Length --i Bow Length Lfu� 7+' t<'f M65 de 30 Ales ` a Len -aL rA 3/4' 12.5' ' 1 ' ) See SCSI -B2 for TCRB options. _ .\ v P _ Max. Bow Length -> Ji HOISTING RECOMMENDATIONS BY TRUSS SPAN Q _ 7/8" 14.6' Banding and truss plates have sharp edges. Wear Vea el SCSI -B2 para las options de TCiLB. s-� \ t7f Tolerances for D/50 D (ft.) 1' 16.7' RECOMMENDACIONES DE LEVANTAMIENTO _ LI Sy gloves when handling and safety glasses when POR LONGITUD DEL TRUSS \ �.- Out -of -Plumb. I/4' 1, 1-1/8. 18.8' rt, r-" cutting banding. _ - Tolerancias Para o ' 4. r,l; �, - ^\\;` \. P 1-1/4' 20.8' Empaques y placas de metal Clasen border _ \ 1/2° 2' - f afilados. Use uantes lentes rotectores cuando E . ObUOr.16SS' \� Fuera-de-Plomada. n e 9 Y PRefer to \\' m Plumb 3/4° 3' 1-3/B" 22.9' i. torte los empaques.� d,r �, o It mina h t- k� `\ bob 1• 4• 1-1/2" 250333 JGabf nd FramI _ ,\ ti 1-3/4" 292Bracing.1-1/4" 5'��qV\ /50 max 1-1/2° 6' f HANDLING — MANE,O � Vea el res6men i7f Repeat diagonal braces. 13/4" 7 a- + Tagline - truss length B I -B6 - Arrio tr LJ Repita los arriostres 2" z 8' TRUSSES UP TO 30' del truss terminal diagonales. ,� y� Yt;' l I Allow no more No permita mos Use special care in Utllice cuidado —� i de un ho a do CONSTRUCTION LOADING - CARGA DE CONSTRUCCION than 3" every ry 10' de 3 eo Por as de windy weather or especial o drys TRUSSES HASTA 30' aquas. Set first live trusses with spacer feces, then add diagonals. Repeat r Do not proceed with construction until all bracing Is securely tion for every 10' pandeo Por Cada 10 near power lines ventosos o caeca de � P P 9 P � P 9 Y of span. pies de tramp, and airports. cables eldctricos o dMaximum Stack Height process on groups of four trusses until all trusses are set. and properly in place. 9 �.f- > aer00uertnc for Materials on Trusses urbmie Ips anco pnmeros trusses con espaciadores, luego los arriostres No proceda con la construction hasta que todos los arriostres Material Height (h) :w P1 dlagonales. Repita este procedimiento en grupos de cuatro trusses esten colocados en forma apropiada y Segura. Gypsum Board 12" Toe -in Toe -in s)tw -� ♦ hasty que todos los trusses erten instalados. ® Do not exceed maximum stack heights. Refer to BCSI-B4 Asphalt Shingles 2 bundles ti n Plywood or OSB 16" griz TSummary Sheet -Construction Loading • +' lIi Spreader bar for I _ Spreader bar 1/2 to for more Information, concrete Block a" truss bundles j r - —� 2) BOTTOM CHORD - CUERDA INFERIOR ClTile 3a tiles hl r ..n,.e 2/3 truss length I I No exceda las m6ximas alturas recomendadas. Vea el res6men �.... 4 TRUSSES UP TO 60' _� - �,:^ ,�\ (` i BCSI-84 [orgy de [onstrucri6n para mayor informaci6n. e������� TRUSSES HASTA 60' Lateral braces L:• , `r ! o 0W02x4x12' length lapped ` `e \ ' over two trusses. �:�^.� I_ m la I Attach \� •, -.\ .a fir Locate Spreader bar I f 7f Check banding Revise los empaques 'r w e L� I above or stiffback ,a : � prior to moving antes de mover los max. �� ., ^�-••���'� � �• �• mid -height �� -\`` ` �' ® Do not overload small groups or single trusses. r ,.r bundles. paquetes de trusses. •� _ +• . r Pickup vertical Levante de la cuerda <. �� �� No sobrecargue pequenos grupos o trusses individuales. r bundles at the superior Ips grupos Avoid lateral bending. - Evite la lexion lateral. `, �`� �.`� �� top chord. verticales de trusses. Place loads over as many trusses as possible. ra f qL IF_ Spreader bar 2/3 toI Coloque las cargas sobre tantos trusses tomo sea Posible. �.�, +� - .' '��'. 3!4 truss length _y - ^`'^• y� Tagline r Diagonal braces Position loads over load bearing walls. TRUSSES UP TO AND OVER 60' every 10 truss 2 4, —a' spaces (20' max.) Coloque las cargas sobre las Paredes soportantes. 7 ` TRUSSES HASTA Y SOBRE 60' ' �.i 10'-15' max. ALTERATIONS - ALTERACIONES + + d d h Some chord anweb members not shown for clarity. y ) a ty Refer to BCSI-BS Summary Sheet Truss Damage- lob5ite Modifications and Installation Errgrs.� BRACING; - ARRIOSTRE Vea el restimen BCSLB5 Dabp5je. trusses. Modificadgaes en la Obra y Errores de Instalaci6n. (% Do not store No almacene r Refer to BCSI-62 Summary Sheet - Truss [nctalla- 3) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS ® Do not cut, alter, or drill any structural member of a truss unlessTfl.Lr. {� `L unbraced bundles verbcaimente los tion and Temoorary Bracing for more information. Rr: ya � e-�"�, �.H '+- •_ _ e._.;: - — specifically permitted by the Truss Design Drawing. y{ y upright trusses sueltos. Vea el res6men BCSI-B2 - IncLlad6n d Trusses ♦ ! No torte, altere o perfore ning6n miembro estructural de los t , 1 �'rt r y Ardostre Temporal para mayor information. A%N-, \ ? ,,til trusses, a menos que este especificamente permitido en el dibujo ONE WEEK OR LESS MORE THAN ONE WEEK - \ del diseno del truss. Do not walk on unbreced trusses. Web members � ��` .�.``^•,,`��• u ;' r- 5 No Gamine en trusses sueltos. ` ^ .�'�^f Trusses that have been overloaded during construction or altered without the Truss Manufacturers 1 \ L.\` prior approval may render the Truss Manufacturer's limited warranty null and void.' r->^'.• Q Top Chord Temporary Lateral �� �\.` y b F14 in round braces for first truss direct) Brads TCTLB - t 9 y 9 ( ) ` - �,• �"-• `�� Trusses qua se hon sobrecargado du2nte la consWcci6n o hon sfdo alteredos sin una autorizaoon e F1 in line with all rows of top chord temporary y'' ` previa del Fabricante de Trusses, pueden reducir o eliminar la ga2nda del Fabricante de Trusses '4 Bundles stored on the ground for one ° +""n,, a > `F ` E`r lateral bracing. ��..i�, •'"""•- +,� . NOTE: The Truss Manufacturer and Truss Designer must rely on the fad that the Contractor and crane operator (if applkade) are ca- n. --s �{ �• d ria-^ � �\{ i - ; week or more should be raised by blocking .,,r.: �„. , - m,-- Coloque los arriostres de Cierra para el r• gable lo undertake the work they have agreed to do on a partxuWr pro)ect. The Contractor StrouM seek airy required assistaregarding n" 3 primer truss directamente en linea con ''•� construction Practices from a competent parry. The methods and procedures outlined are intended to ensure that the overall construction r.i.= c at 8' to 10' on center. �` techniques employed YAI put floor and roof busses into place SAFELY. These recommendations for handling, Installing and bracing wood r- i x A Los paquetes almacenados en la tierra por Do not store on No almacene en sada una de las filas de arriostres laterales r 2x4 min. Diagonal braces trusses are based upon the collective experience of leading technical personnel in the wood truss Industry, but must, due to the nature of jj una samosa o m6s debar ser elevados uneven ground. tierce desigual, temporeles de la aerda superior. every 10 truss responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer a Erection/installation contactor. it is not i J Intended that these recommendations be interpreted as superior to any design specification (provided by ether an Architect, Engineer, spaces (20' max.) ) Mg, installing and bracing wood trusses and II does con bloques a sada 8 0 10 pies. ,�;., r � � � 10'-15' maX. he BWlding Designer, he ErectloNins[allatlon Contactor a atlrervdse for hand .. Brace first truss well ''1 same spacing not Prelude the use of other equivalent methods for oodTr and providing America for the walls and columns as e may b; determined by ��o•'' y� r, m s T w before erection of the torsi Ety for /Instaltatlon contractor. Thus, ap Wood Truss Council of America and the Truss Plate Institute exp essly dlsdarm any 1 For long term storage, cover bundles to pre- as bottom chord responsibility for damages arising from the use, applration, a re once on he recommendations and Information contalned herein.; t` 1� additional trusses, Some chord and web members not shown for r vent moisture gain but allow for ventilation. s fi lateral bracing clarity. ra"4: Para almacen-amlento Por mayor tiemp0, r cube los paquetes para de humedad Pero permita la aumento , �— DIAGONAL BRACING IS VERY IMPORTANT WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE , 3R';r: venuventilaci6n. ! One WTCA Center • 6300 Enterprise Lane • Madison, WI 53719 583 D'Onofrlo Drive • Madison, WI 53719 11W , r-?: .r^ �°°' ift ARRXOSTRE DTd'��2 NAL ES MUY HMPORTANTE: 608/274-4849• ww+.woodtruss.com 608/833.5900• www.tpinstcrg . +d+f et ,! � ,,. :t 1,.. .,,a •r �• :n .Wv: 's�!?. .L t' ,,.,�h - L 81WARN11x1703112S *' s. - • - m� ., ',•, r .. - ^ ..;• .4 7/ �S" .Z' - �. { Y:� ''"� t:ti "+' •"4 __ ^s fir'•.. ,r' ' ;�.,,... -f]• - - .. L�-,�_.�. •Gni .'W1:,`.� :�+`i ,t. '.• I. ,: .... ..: 1 i .t,cd'` .4 .r'',tr..' ::"i � �'$-.� .'tivv"'`'" - - - - •.y .,,v .. .. .. .; �. ... �>.<.. ?,', ^ - .�. i ..e•.- ..+ �r-�f .•.f', rJ +4Tu,'tw sec.. f�' � i - ti .a ® •F : r "i} >b ''�{'" mfr vrvr.F. xrA' 7£µ w-s,f� ''fir;� 4>�'s .= :*L '#."X`. .,,'"�. ":2.a c'F r + � - !T� � � ® rs:,." a ® _ t.0 \ D r " i 49 - r r o � a n o .. _ .. 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UI U1 0 A A A04 1,2' U, A OVER -OVER A05 1,4 A06 1,6 HH rr'' 77 n`oi a rn aoo o `� o (nO NN N � Nrnrn2.CZ A07 118 0 o o rn � o rnrnNN�;cnm I ' � � � A08 1p. • - 9R• A' KR 0 o z A09 . � N T A09 124 K4 � r r 0 .• �J L � A09 126 B01 1 LY r (v � b N A09 126 602 J r A10 133' � 603 L N � iii A10 J 132, B04 L TI o 2 -PLY C01 IIII 1� W H KR 2 U1 Z Jo2-4 T' 0 O7 SKYLIGHT CO2 00 136 ^' CO3 1 J044 5700# DRAG LOAD C04 140• � n J06 4 i i 1 C05 •• 1 41.4-1r2• J08-4 2X4 1 J J08-4 SKYLIGHT HAT02 C06 1 43'4-1/2• I I m• IIII J06-4 45T 3 : - --- -- � � � � � G,)- � � HAT03 2 -PLY 2X4 C07 1111 J04-4 � � o ow � SKYLIGHT E07 1111 43• T J02-4 E06 _ E05 4 s 1n 41-T f KL EAIv1 0 "" E04 uu 6.1/2' T \C) E03 '� W N 1111 5 -s -1/2-T 1p � A r E02 OVER-TOI � s -1n• T r in E02 - ............ - - � E02 6.1,2. 1 r,r2- T „ „ iiii E02 nn 2 •x-112 E02 � 2X4 2 &1/2- OV - T IT evvi if, -Ur ,E02 n11 E02. 6.1/2- O 0 23'6• a nnnn z�' i E02 o d r d r - E01G A BO DO6 196• I ' DO6 O 16' Ln C4 D05 \ 14-T W w N O N N O N 01 F' O � r' D04 O O O O O \ \ N W� � M D03 4 12� 1 0 0 0 0 0 O O cO T � D02 10•T m 10 N m N N m J ' � N� W O�2'Zm � Oi 9T M M M It It xi =�=OO��;�= O j -PL D01 � N Tp ��oDT CoCoo�op 2 D m � K4 K4 K2 • p = 220;0_ Z 6) G) � .. Z IG) KL. KR X ym°�dano 2c2cc—��n cn ,�� � � y� �N n�� m r# CN�(n(A V � n�i � m 0D cc rZ con tNn m LQ m � n o rn ro 1 1 m J ro o m H N H (D W rt K N CO Ol In.. � .. .. N H 0 II J 1 F' N l0 O 01 01 N N N O 00 o `� o (nO NN N � Nrnrn2.CZ o o rn N rnrnNN�;cnm ' � � � • - 9R• A' i 0 z 0 n -a a r{,° o � a o a ea © 1 a ' „ - - ,p ,, .. 4 p � ._ s •..,;a. r_ es.4- +sem .r�'^ ,... .;,. y.. w. ^}t �' {t��J/� L �k .. _ .vD-1i•F i^' +. . • :�`� ' t7'- r ••1�. �. �i�f:.-� �i�.l ... �'';r GENERAL NOTES NOTAS GENERALES HAND ERECTION - LEVANTAMYENTO A MANO BRACINC9 FOR 'THREE PLANES ®F ROOF ' BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES ?` Trusses are not marked in any way to identify Los trusses no estan marcados de nim 6n mode que 1 /f Trusses 20' or ; �: , 3 9 q LJ C7I Trusses 30' or �; , EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 * the frequency or location of temporary bracing. identlfique la frecuenda o loralizacidn de los arriostres less, support LJ less,su ort at EL ARRI®STRE EN TREE PLAN®S ®E TECH® k Follow the recommendations for handling, (bracing) temporales. Use las recomendadones de mane o at Bak. PP ' " t ^ ' - I installing and temporary bracing of trusses. ) ' P quarter points. t ® Refer to BCSI-B7 Maximum lateral brace spacing 9 P rY 9 instalad6n y amostre temporal de los trusses. Vea el f4ll2T0 Summary Sheet . e Refer to �I 1 03 nide to Good Practice for Levante Levante de This bracing method Is for all trusses except 3x2 and 4x2 parallel chord trusses. SO' P.C. for 3x2 chords w B! SI 1-03 Gula de Buena Pradin Data el Man@j0 inin=,tataddn 9 p Handling. Installing & BrdC1r10 of Metal Plate y Amo re de I = Tru=ca d Madera Connecta con del pito los Temporary and 5' 15' D.C. for 4x2 chords Diagonal braces , IDS ram os Este metodo de arriostre 1 Connected Wood Tr =sec for more detailed plan= de Metaloara para mayor infonnacibn. trusses de 20' de tramp los para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. Permarient Bradno 10� °t every 15 truss x information. - pies o menos. trusses de 30 for Parallel Chord spaces (30' max.) (, Los dib os de direr"o de los trusses ueden es fimr Trusses up to 20' Trusses u to 30' 1) TOP CHORD -CUERDA SUPERIOR Trusses for more k Truss Design Drawings may specify locations of i P pies o mens. I� P ".'?'.;`r permanent bracing on Individual compression as localizadones de los aniostres permanentes en los Trusses hasta 20' Trusses hasta 30' Lon itud de Tramo t members. Refer to the BCSI-B3 Summa ry miembros Individuales en compres(6n. Vea la hoja res6men Up to 30' 10' D.C. max. Sheet - Web Member Permanent Bracing/Web BCSI-B3 Para los amostiaLpermarientes y r o= d lo= Reinforcement for more information. All other miembros secvndados (webs) para mayor informad6n. EI HOISTING - LEVANTAMIENTO 30' to 45' permanent bracingdesign is the responsibility recto de ardostres permanentes son la responsabilidad del g P ty Disenador del Edifldo. ! of the Building Designer. f 7f Hold each truss In position with the erection equipment until temporary bracing is installed and I LJ 8 pies m6ximo 45' to 60' truss is fastened to the bearing points. 45 a 60 pies & The consequences of Improper handling, installingSostenga cads truss en posicl6n con la gr6a hasta Clue el arrfostre temporal este (nstalado y el truss 4' o.c. max. 1, and bracing may be a collapse of the structure, or asegurado en los soportes. {, worse, serious personal injury or death. �lr paralelas para mayor trusses must be placed Lateral braces truss length Tagline 9 ;. EI resultado de un manejo, instalad6n y arriostre 11 Y;�:pc-,. :.t inadecuados, puede ser la cafda de la estructura o ,• 'I ® Do not lift trusses over 30' by the peak. informad6n. on vertical webs In line 2x4x12' length lapped Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Lon itud de Tramo Espaciamiento del Arrlostre Temporal de la Cuerda Superior Up to 30' 10' D.C. max. Hasta 30 pies 10 pies m6ximo 30' to 45' 8' D.C. max. 30 a 45 pies 8 pies m6ximo 45' to 60' V o.c. max. 45 a 60 pies 6 pies m6ximo 60' to 80'* 4' o.c. max. 60 a 80pies* 4 pies max1m0 "� v �Y 3= Information. z'• ;, I : i "; �; ; �. ! ; .r salt lob unto primeros trusses con espaciaciores, luego los arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. vo proceaa con la construction hasta que todos los arriostres erten colocados en forma apropiada y Segura.K11 ® Do not exceed maximum stack helghtr. Refer to @ S�,L-0� Material Height (h) gypsum soars t2^ Plywood or ore to°; psphelt Shingles 2 bundles Vea el res6men "? a Spreader bar for I Spreader BCSI-67 - Arriostra Summary Sheet - Construction Loadinn for information. temooraly A. permanente de The end diagonal truss bundles _ bar 1/2 to jam—' 2/3 I 2) BOTTOM CHORD - CUERDA INFERIOR trusses de cuerdas brace for cantilevered Concrete Block 8° 4 paralelas para mayor trusses must be placed Lateral braces truss length Tagline 9 - No exceda las maximas alturas recomendadas. Vea el tesumea informad6n. on vertical webs In line 2x4x12' length lapped with the support. over two trusses. z INSTALLING ® INSTALACION { a6n peor, muertos o heridos. ,r No levante del Pico los trusses de mos de 30 pies. *Consult a Professional Engineer for trusses longer than 66'. Tolerances for Out -of -Plane. - Toleranclas para Fuera-de-Plano. F } 'Consulte a un Ingeniero para trusses de mas de 60 pies. - a Greater than 30' - Lengtn -' Max. Bow Max. Sow Bow Length a_s _ n •:. I : Mas de 30 pies , y _ - _n 3/4' 12.5' ?: " I�f See SCSI for TCTLB options. `� �\ U Max. Long -a Q� Lang 7/a° 14.6' HOISTING RECOMMENDATIONS BY TRUSS SPAN IBJ - }, Vea el BCSI-62 pat IAS opciones \� \� _ Banding and truss plates have sharp edges. Wear de TCTLB. \\ • i7f Tolerances for D/50 D (ft.) 1° 16.7' y t: RECOMMENDACIONES DE LEVANTAMIENTO vA Ll Out -of -Plumb. gloves when handling and safety glasses when e _-. PORLONGITUDDELTRUSS. - �.. cutting banding. � � \ � \ t � 1-1/8° 18.8' 1/4° 1' P 1!2° 2' 1-1/4' 20.8' Empaques y placas de metal tienen berries ' ' �- �` \•\. \ `� Tole2ncias ora 3' 60' or less - Fuera-de-Plomada. n afllados. Use guantes y lentes protectores cuando } Refer to B[SI-B6-B6� ' (�!(' ti� `� o Plumb 3/4° 3' M torte losempaques. _ mma Shea_ 1 �? t i��` ` �� �,\' `/bob 1° 4 Ga ` �ti ble End Frame 7 t \ � � rrzj r Bracing \� ®Repeat diagonal braces. D/5o max 1.1/2^ 6' '• HANDLING MANE,O Approx. 1/2-4. Vea el[esumen �: 1-3/4° 7' truss length BCSI-B6 - Arriostra Tagline - g Repfta los arriostres 2° > IT TRUSSES UP TO 30' del trust terminal diagonales. ;. Allow no more de permits mas Use special care in especial l en do `a CONSTRUCTION LOADING - CARGA DE CONSTRUCCION ' �,r —� de un M ho a do than 3" every defies- de 3 eo por as de windy weather or especial o Bias TRUSSES HASTA 30' aquas• Set first five trusses with spacer pieces, then add diagonals. Repeat Do not proceed with construction until all bracing Is securely tion for every 30' Pardee Por sada 10 near power lines vzntosos o tarso de .t, of span. pies de tramo. and airports. cables efectricos o de process on groups of four trusses until all trusses are set. and properly in place. g y Maximum Stack Height aeropuertos. for Materials on Trusses I,- '4� •^ v �Y 3= -_ ---- Toe -in Toe -in .r salt lob unto primeros trusses con espaciaciores, luego los arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. vo proceaa con la construction hasta que todos los arriostres erten colocados en forma apropiada y Segura.K11 ® Do not exceed maximum stack helghtr. Refer to @ S�,L-0� Material Height (h) gypsum soars t2^ Plywood or ore to°; psphelt Shingles 2 bundles y. j "? a Spreader bar for I Spreader Summary Sheet - Construction Loadinn for information. k truss bundles _ bar 1/2 to jam—' 2/3 I 2) BOTTOM CHORD - CUERDA INFERIOR more Concrete Block 8° 4 � truss length Tagline 9 - No exceda las maximas alturas recomendadas. Vea el tesumea CI Tile 3•a ales ay high TRUSSES UP TO 60'—_�.I <<. �:_`i F� 1 �� BCSI-B4 Carga d str i6n para mayor informad6n.+l ����� TRUSSES HASTA 60' Lateral braces �\` �:•r.���, X 2x4x12'len9th lapped ed • — to I is Over two trusses.. ��^`•�� _- -.,: 1'1 I. of Check bandingRevise IDs em a ues Locate Spreader bar A�� �, j LJ P q above or stiflbadc 10' O.C. �� ` �7. prior to moving antes de mover los mid-hei ht max.-' �� Do not overload small groups or single trusses. �( bundles. paquetes de trusses. 9 I '��\ _ 4�', LTJ Pick up vertical Levante de la cuerda O' �� ' � ' - y No sobrecargue pequenos grupos o trusses individuates. o u bundles at the superior los grupos v Avoid lateral bending. - Evite la flexi6n lateral. �• ti\�- \\ 3 �®\` . top chord verbcales de trusses. _ f•N ! �, `�`"•'� .,` Place loads over as many trusses as possible. `' f Spreader bar 2/3 to ? r'" • `��� �' ;EI -� Coloque las cargos sobre tortes trusses tomo sea osible. d f l .+, . e =- rq *• - 3/4 truss lengthI` P' Tagline I I�„V ` y� Diagonal braces Position loads over load bearing walls. TRUSSES UP TO AND OVER 60' every 10 truss 4 T, z ' r spaces (20' max.) Coloque las cargas sobre las Paredes soportantes. 4� - ��. TRUSSES HASTA Y SABRE 60' ALTERATIONS - ALTERACIONES 10'-15'max. :rc Some chord and web members not shown for clarity. fi Refer to BCSI•BS Summary Sh t - R S Damage. )obsite Modification and Installation n?I b BRACING ® ARRIOSTRE C� 9 rl Vea el 5 DafigSJ-P-trusses. Moddlicaciones en la Obra v Errores de Instalaci6n,`I T” ` ®Do not store No almacene w Refer to BC_'5I-Bra Summary 5h t - Truss Incrada_ 3) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS tion and Temoorary Bracing6 ° ® Do not cut, alter, or drill any structural member of a truss unless - , unbraced bundles verticalmente los — for more information. d: • s, " - specifically permitted by the Truss I}'� " • - Design Drawing.upright. trusses sueltos. Vea el r s"m n BCSI-62 - in de Trusses♦ t fes\ el,, No torte, altere o perfore ning6n miembro es[ructu2l de los x y Arr ostra Temporal para mayor informad6n. Q ; i y� a � trusses, a mens que este especificamente ermitido en el dibu o -a ONE WEEK OR LESS MORE THAN ONE WEEK �° P j Web members �-" `'� • del diser5o del truss. • ,.� 0 Do not walk on unb2ced trusses. `� \� 4t t� .< �+' No camine en trusses sueltos. v=1`' Trusses that have been overloaded during construction or altered without the Truss Manufacturers t i pror approval may render the Truss Manufacturer's limited warranty ,} A r fv a °Y v Top Chord Temporary Lateral h null and void. ryg. Locate ground braces for first truss directly Bracing (TCiLB)�� -�- ' `.� �� Trusses que se han sobrecargado durante Ia construcci6n o han sido alterados sin una autorizao6n In line with all rows of top chord temporary 1 ` t ^ ��"� �` r W f�# p ry \\` previa del Fabricante de Trusses, pueden redudr o eliminar la garantia del Fabricante de Trusses , - Bundles stored on thefor one round .-� .� lateral bracing. " g r r ' NOTE: The Truss Manufacturer and Tins Designer must rely on the fact that the Contractor and mane operator (if applicable) are ra- r� h a week or more should be raised by blocking 4 - +ca r Coloque los arriostres de Berra para el r \ pable to undertake the work they have agreed to do on a particular project The Contractor should seek any required assistaMerearding _ n at 8' to 10' on center. P te` \``; construction practices from a competent parry. The methods and procedures outlined are Intended to ensure that the overall mnstrucdon k ` rimer truss directamente en linea con \ tedWques employed will put floor and roof busses Into place SAFELY. These recommendadore forhandling, Installing and bracing wood i Los paquetes almacenados en la tierra por Do not store on No almacene en sada una de las filas de arriostres laterales ; �- Diagonal braces trusses are based u Bre collective l �, 2X4 min. Pon exnly as a or leading technical personnel In the wood truss Industry, but must, due tr the nature of ' Una samara o mas debar ser elevados uneven ground. tiers desigual. temporales de la cuerda superior. ; �. � � every 10 truss responsibilities Involved, hepreseri[etlonlyasa GUIDE for use byaquariPedaugdirgDeslgnerarEreNoNlnstallatlonConbaRor. [[Isnot ? con bl ues a eada 8 o 10 pies. ,K %•� d � n xN x I v In Ln k ITT w� l0 H r A'A• t W 0] 001�I L.I t/1 � 0 n c- N C_ A o `_ 2, a O N A O� O� A N O 0 0 A N .Zl Cu x h� K 0 roro Fi IV x x r. KR KL O n..�'Ln IJ N Ln W W K4 K4 O H O 0 I I 2 LY A01 si H W �+ W W A02 lg P. nrt N N A03 110' 11 �I• Ln X11 A04 1,2' Tn V+ O 00 OD A A OVER -OVER A05 114' In �P 12. fr O A06 1,6• � y�Qs jr' � A N r N�Nrnrn2'rZ d 1p CI N a � I � miii Ao7 1,B ; o O gym, ------ I A08 120, N 0 �Hj� r� F� N O KR x ro K2 c � � A09 1�. N � r � T A09 124 r A09 126' K4 •• B01 1 LY r T A09 126' O b N 602 r T A10 1301 y � � B03 N T iii A10 1, x o B04 T 0 2 -PLY C01 IIII 134 W H KR � 0 °' SK LIGHT CO2 1 ' y J02-4 OT IIII Ts J04-4 V wJ06-4 570Q# DRAG LOAD C04 140 ' ' ii 1 C05 •• 1 41.4-1/2• � J08 4 2X4 J - J08-4 SKYLIGHT HAT02 C06 1 43'4-1/2' II IIII m• J064 46 T • - --- '- ' � - � � � � � HAT03 2 -PLY 2X4 C07 uu SKYLIGHT E07 J044 II 1101 rn ov o00 � 43' I E06 � 102-4 y E05 m Niiig 4 '61/'2.41 KL _ EAM J E04 � IIII 3 '6-112• E03 '� • � G7 G) O IIII 3 6.1 /2• T r N E02 OVER- TO I � E02 61/2• T - ............ - -. p IIII E02 3 61/2• T Y6,1/2 � „ � E02 Q I1 A O. .... IIII 2 6 1/2 E02 � 2X4 2 6.112• T SKYLIGHT E02 O OV - T IT ull E02 61/2 23'6• tj 0 U) Q U1 Ci E02 a Wn WW n n �y^f0 [17 � ] 21.6. T o (nA a-6 .5 G d r d r \� BO DO6 156• T M <a < x�m 1B•T D06 16• T O D05 01 C4 1a•T � id r m D04 0 O O N 01 O D co � � M D03 12-T O O 0 O 0 0 O O 0 O N 0 Doe 10-T y ., omo�o�Dm N�W0�2z OD of gT O -PL D01 M M M M M x 202OOcDm 00 < fV T 0 � CnCoo�op y m � K4 K4 m��`'-'��r z �7 •� ���r0 Gi = � K2 oA. 2� KL KR X n m n # CNC(nCn=�2O N ? � � OD z y�, N O �w a0 m.. n 0 M W 0 to I 0 I J 0 J ro 0 NDN His m P- rt ODODm Fl 0 '� \ P Ln .. LQ .. .. N F, O II n O W N n J I N N W O to In O N IP � A N r N�Nrnrn2'rZ �n cn Yn' cn rnlvrvCtCi�m O z