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PERMIT 2214 Arapaho Rd Single Family Dwelling 2005-10-04
Owner Name: Address: Town of Estes Park Application for Buildi 1 g Permit Permit Number Department of Building Safety 170 MacGregor Avenue P.O. Box 1200 Estes Park, CO 80517 General Information (970) 577-3731 • Inspection Line (970) 577-3731 • FAX (970) 586-0249 Job Address:. ' ;!,r, i"" Lot Size: _ sfa Lot; .:5,4"t Block: Subdivision: 1„> d / Parcel #: VIY Phone: -t1°-, or/ (Street) Li) 414 (City) (State) (Zip Code) Contractor/Applicant.: 11:47„.1 Town License #: Phone: Address: (Street) Residential 0 Non -Residential (Ci • (State ew Buildiniz ClAlterat o (Zip Code) 0Addition t Proposed if: „ . „ ,,, , Use: Existing Use: Building Construction Occupancy Occupant Height: i_. 0 ft b Type: Group: Load: Numberof Number of ,,, Units: Kitchens: / Number of -,-,, Stories: - --) Number of - -...; Bedrooms: ...„-,, Number of Bathrooms; Full- 3/4- 1/2- / Firep la „,„ Ciro Logs'? Y N # cy) N Type of Heat A/C elii) Electric Y („1`1„—,) Electric Size; Service: # Meters / Electric: Overhead Pn' d!gr_otimtirird) - Temp r N Wa Si,7:,,,, - in h - , „, Amps: Mde Garage (Detached trA:ttacheid 5 7 ;:z sf --- "' Basement (st)4// '3 Fin („, Urtfin 1st Floor (sf) (Fin) 1? 9 !,;'? Unfin 2nd Floor (sf) :'''ll'in.) 7 (),72,„ Unfin 3rd Floor (st) IT ,,,,„Unfin Carport sf Porch - „ Roofed ./- -,0, 1/ sf Deck No Roof af Storage sf (Proposed Use: Master Plan Number: Address: Fire Suppression System Y(N) Total Valuations (Labor & MatiaIs ' Options: ify this spphcation s, state and federa UNOERSTANDTHATL FEES ASSOCIATED' Signature c P umbing Subcontractor and correct and agree to perform the work described ing to plans/specifications submitted, rcviewed and approved and comply With ell as building codes, I certify that I have the property owner's authority and permission to apply for this permit, Additionally, I ONSIBLE FOR ANY FEES OR EXPENSES INCURRED FOR PLAN REVIEW, PERMITS, INSPECTIONS AND OTHER IS APPLICATION. Date8.- 2°1 Print Name (;)ci 6 4e. *** Office Use Only *** t,4. LJi Staff Comments: Application Information Approved Dlaapproved Fees Pabllc Works Water LightPower ' 2 '''' , ' 0 1 (2 A lztre Department Building -2„, '3 ve , i Front Side Rear Plan Review Zoning , Hazards: ,,,,-'A Flood Census # County Tax 1 - q Z fin 1r4) Certlflcate* Occupancy 5P e% b 6 8ufldI4J&I_ ' Dat i. -.- Total Received Date 1C) Received By Town of s es 'ark Ap lication for uilding Per Permit Numbe Department of Building Safety 170 MacGregor Avenue P.O. Box 1200 Estes Park, CO 80517 General Information (970) 577-3731* Inspection Line (970) 577-3731 * FAX (970) 586-0249 Job Address; Lot: 3 Block: Subdivision: Owner Name: Cp,' ea../ ,D./ Lot Size: Parcel #: Phone: 01 6 S1.5 Address: ci LIZ. 9 7,7"'"Rij (Street) (City) Contractor/Applicant: :4:;0 Town License #: Phone: (State) ac (Zip Code) Address: (Street) (City) (State) (Zip Code) Approval on non Town entities is the responsibility of the permit applicant. Please obtain the appropriate approval(s) of the following authorities, as advised/highlighted by the Building Official. Each authority will have its own requirements, policies and procedures, and fees which are distinct and separate from Municipal requirements and fees. Permits will not be issued prior to obtaining required approvals. ANITATION DISTRICTS Upper Thompson Sanitation District COMMENTS: irk Estes Park Sanitation ( fl New Construction E Adding or Vacating Plumbing Fixtures E] Adding Square Footage to Existing Building Footprint E Sand/Oil Interceptor / Grease Trap - Date Date 2. LARIMER COUNTY HEALTH DEPARTMENT El Commercial Food / Drink Preparation E] Alcohol Sales (On Premise) EJ Day Care ( 6 Or More Children Under Age 18) Li Septic System Approved Date 3. STATE ELECTRICAL BOARD El New Construction with Electrical El Addition / Remodel with Electrical 4. STATE ENGINEER El Water Well 5. STATE DEPARTMENT OF REVENUE LII Tax Exempt JI COMMENTS: Revised 3/12/04 • Date r5)— I"' 7:,i> Permit it Init. By Address IRC VALUATION W -4PA RKSHEE Basement - Unfinished (Foundation & Bearing Pts. Only) Basement - Semi -finished (Framing Only) Sq. Ft. @ $ 28.81 per Sq. Ft. Basement - Finished Sq. Ft. $ 34.58 per Sq. Ft, Existing Basement Finish Sq. R. @ $ 12.60 per Sq. Ft. Dwellings Sq. Ft. ( $ 114.76 per Sq. FL Garage. 5 2- Sq. Ft. @ $ 34.03 per Sq. FL Carports (Open >1= 2 sides) Sq. Ft. @ $ 20.61 per Sq. Ft. Decks - (Open) Sq. Ft. @ $ 19.58 per Sq. It. Porches - (Roofed) e!!,,, 36 Sq. Ft. @ $ 41..23 per Sq. Ft. Sq. Ft„ $21.98 per Sq. It TOTAL VALUATION: Building Forms/Rif is/Va nadon Fo orkshect/1/2005 Printed: 10/20/2005 Permit Record Report Page 1 of 8 Parcel Number: 3401240003 Applicant: Address: Permit Number: 7914 Robert & Lynn Sauvan 9429 Blackhawk Trail Sauk City, WI 53583 Address: 2205 Arapaho Road Estes Park, CO 80517 Status: Pending On Hold By: Filing Date: 10/4/2005 Decision Date: Application Expiration: Permit Expiration: 4/2/2006 Last Edit Date: 10/4/2005 Last Edited By: Scott Allen Comments: 02 10-11-05 SA Asked Water Dept to update approval status, 01 10-07-05 SA Spoke with Applicant re: Hold status and his Bank requiring Engineering. Applicant Role: Owner Phone: 970-412-5976 App Accepted By: Decision By: Team Leader: Default Inspector: Appeal Filed: Decision: Date: Appeal Comments: Owners: Name: Robert & Lynn Sauvan Purchase Date: Contractors: Name: Owner Type: General Local Phone: Primary? Wir Materials: Type Rate Units Value Total Value: $348,124.00 Fees and Receipts: Number Description Light & Power Building Permit Fee (Auto) Certificate of Occupancy County Tax (Calc) Plan Review (Calc) Total Fees: Amount $7,515.00 $928,50 $2,388.15 $50.00 $1,392.50 $1,552.30 $13,826.45 Total Receipts: $0.00 Printed: 10/20/2005 Permit Record Report Page 2 of 8 Inspection Schedule: Type: Permit Number: 7914 Request Date: Requested By: Status: Inspections: Inspection # Type Pass? Date Inspector Inspection Correction: Correction Description: Inspection Condition: Condition Description: Approvals: File Received: Decision Date: Status: Department: 10/4/2005 10/20/2005 Approved Building Comments: Date: 10-20-05 Permit # 7914 By: Ben Espenoza C.P.E. Address: 2205 Arapaho Road PLAN REVIEW COMMENTS Job 1. R405.1 Concrete or masonry foundations. Drains shall be provided around all concrete or masonry foundations that retain earth and enclose habitable or usable spaces located below grade. Drainage tiles, gravel or crushedstone drains, perforated pipe or other approved systems or materials shall be installed at or below the area to be protected and shall discharge by gravity or mechanical means into an approved drainage system.Gravel or crushed stone drains shall extend at least 1 foot (305 mm) beyond the outside edge of the footing and 6 inches (153 mm) above the top of the footing and be covered with an approved filter membrane material. The top of open joints of drain tiles shall be protected with strips of building paper, and the drainage tiles or perforated pipe shall be placed on a minimum of 2 inches (51 mm) of washed gravel or crushed rock at least one sieve size larger than the tile joint opening or perforation and covered with not less than 6 inches (153 mm) of the same material. 2. Smoke Detectors. Smoke detectors are required in every sleeping room and at a point centrally located in the corridor or area giving access to each separate sleeping area. A detector shall be installed on every level and basement. Smoke detectors shall receive their primary power from the building wiring and shall be equipped with battery backup. 3. Roof Coverings. R905.2.7.1 Ice protection.In areas where the average daily temperature in January is 25°F (-4"C) or less or when Printed: 10/20/2005 Permit Record Report Page 3 of 8 Permit Number: 7914 Table R301,2(1) criteria so designates, an ice barrier that consists of a least two layers of underlayment cemented together or of a self -adhering polymer modified bitumen sheet, shall be used in lieu of normal underlayment and extend from the eave's edge to a point at least 36 inches . * Note: Roofing to be nailed to Estes Park High Wind Standard of 105 Miles Per Hour. 4. Insulation and Drywall Installations. Insulation shall not be installed prior to roof underlayment installed. Drywall shall not be installed prior to roffing completed. (R701.2) 5, Windows, doors, siding require inspection while work is in progress. 6. Smoke detectors are required in every sleeping room and at a point centrally located in the corridor or area giving access to each separate sleeping area. A detector shall be installed on every level and basement. Smoke detectors shall receive their primary power from the building wiring and shall be equipped with battery backup. 7. R308.4 Hazardous locations. The following shall be considered specific hazardous locations for the purposes of glazing: 1. Glazing in swinging doors except jalousies. 2. Glazing in fixed and sliding panels of sliding door assemblies and panels in sliding and bifold closet door assemblies. 3. Glazing in storm doors. 4. Glazing in all unframed swinging doors. 5. Glazing in doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers. Glazing in any part of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches (1524 mm) measured vertically above any standing or walking surface. 6. Glazing, in an individual fixed or operable panel adjacent to a door where the nearest vertical edge is within a 24-inch (610 mm) arc of the door in a closed position and whose bottom edge is less than 60 inches (1524 mm) above the floor or walking surface. 7. Glazing in an individual fixed or operable panel, other than those locations described in Items 5 and 6 above, that meets all of the following conditions: 7.2. Bottom edge less than 18 inches (457 mm) above the floor. 7.3. Top edge greater than 36 inches (914 mm) above the floor. 7.4. One or more walking surfaces within 36 inches (914 mm) horizontally of the glazing. 8. All glazing in railings regardless of an area or height above a walking surface. Included are structural baluster panels and nonstructural infill panels. 9. Glazing in walls and fences enclosing indoor and outdoor swimming pools, hot tubs and spas where the bottom edge of the glazing is less than 60 inches (1524 mm) above a walking surface and within 60 inches (1524 mm) horizontally of the water's edge. This shall apply to single glazing and all panes in multiple glazing. 10. Glazing adjacent to stairways, landings and ramps within 36 inches (914 mm) horizontally of a walking surface when the exposed surface of the glass is less than 60 inches (1524 mm) above the plane of the adjacent walking surface. 11. Glazing adjacent to stairways within 60 inches (1524 mm) horizontally of the bottom tread of a stairway in any direction when the exposed surface of the glass is less than 60 inches (1524 mm) above the nose of the tread. Printed: 10/20/2005 Permit Record Report Page 4 of 8 Permit Number: 7914 8. 303.6 Stairway illumination. All interior and exterior stairways shall be provided with a means to illuminate the stairs, including the landings and treads. Interior stairways shall be provided with an artificial light source located in the immediate vicinity of each landing of the stairway. For interior stairs the artificial light sources shall be capable of illuminating treads and landings to levels not less than 1 foot-candles (11 lux) measured at the center of treads and landings. Exterior stairways shall be provided with an artificial light source located in the immediate vicinity of the top landing of the stairway. Exterior stairways providing access to a basement from the outside grade level shall be provided with an artificial light source located in the immediate vicinity of the bottom landing of the stairway. 9. 311.5.3 Stair treads and risers. 311,5.3.1 Riser height. The maximum riser height shall be 7 3/4 inches (196 mm). The riser shall be measured vertically between leading edges of the adjacent treads. The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm). 311.5.3.2 Tread depth. The minimum tread depth shall be 10 inches (254 mm). The tread depth shall be measured horizontally between the vertical planes of the foremost projection of adjacent treads and at a right angle to the tread's leading edge. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm). Winder treads shall have a minimum tread depth of 10 inches (254 mm) measured as above at a point 12 inches (305) mm from the side where the treads are narrower. Winder treads shall have a minimum tread depth of 6 inches (152 mm) at any point. Within any flight of stairs, the greatest winder tread depth at the 12 inch (305 mm) walk line shall not exceed the smallest by more than 3/8 inch (9.5 mm). 11. Water supply system test I.P.C.312.5 Upon completion of a section of or the entire water supply system, the system, or portion completed, shall be tested and proved tight under a water pressure not less than the working pressure of the system; or, for piping systems other than plastic, by an air test of not less than 80 psi (550 kPa). The water utilized for tests shall be obtained from a potable source of supply. The required tests shall be performed in accordance with this section and Section 107. 12. Fireblocking shall be installed and inspected at Rough Framing. 13. Horizontal assemblies exceeding 16 inches on center require 5/8 gypsum board , or ceiling board. Horizontal assemblies exceeding16 inches on center shall have 5/8 type X gypsum board, 13. Insulation and Drywall Installations. Insulation shall not be installed prior to roof underlayment installed. Drywall shall not be installed or stocked prior to roofing completed. (R701.2) 14. Roofing Inspections Required, Roofing inspections shall be at the both the midroof and when roofing is completed. R109.1.5. 15. Guard opening limitations. Required guards on open sides of stairways, raised floor areas, balconies, and porches shall have intermediate rails or ornamental closures which do not allow passage of a sphere 4 inches or more in diameter. 16. EIFS system requires in -progress inspections, and certified installers certification. 17. All exterior lighting shall meet the provisions of the Estes Valley Development Code, Section 7.9. Printed: 10/20/2005 Permit Record Report Page 5 of 8 Permit Number: 7914 18, Egress is required in all sleeping rooms. 19. Uffer ground is required to be installed at footing inspection. 20. All remodels and additions are required to have smoke detectors installed. 21. A portolet is required on jobsite for workers- 2003 IPC section 311. Approval Reviews: File Received: Review Completed: Reviewer: Status: 10/20/2005 10/20/2005 Ben Espenoza Approved Com ments: Approvals: File Received: Decision Date: Status: Department: 10/4/2005 10/17/2005 Approved Light and Power Approval Reviews: File Received: Review Completed: Reviewer: Status: 10/17/2005 10/17/2005 Mike Mangelsen Approved Comments: Approvals: File Received: Decision Date: Status: 10/4/2005 10/13/2005 Approved Department: Planning Approval Reviews: File Received: 10/13/2005 Comments: Review Connpleted: Reviewer: Status: 10/13/2005 Bob Joseph Approved Approvals: File Received: Decision Date: Status: 10/4/2005 10/4/2005 Approved Comments: 10-5-05 Department: Public Works 1. refer to PC & Planning notes: but NO access shall be taken off of Hwy 7 Printed: 10/20/2005 Permit Record Report Page 6 of 8 Permit Number: 7914 Approval Reviews: File Received: Review Completed: Reviewer: 10/4/2005 10/4/2005 Greg Sievers Comments: see above Status: Approved Approvals: File Received: Decision Date: Status: Department: 10/4/2005 Approved Water Comments: 10-05-05 Hold CO until attached variance is signed and returned to the water department DH The $7515.00 Fee is for water Single family residence plus a 3/4" ete Approval Reviews: File Received: Review Completed: Reviewer: 10/5/2005 Don Holbeck Status: Approved Comments: 10-05-05 Hold CO until attached variance is signed and returned to the water department DH 10/12/2005 Cliff Tedder Approved Comments: The $7515.00 Fee is for water Single family residence plus a 3/4" mete Certificates: Temporary Certificate of Occupancy Issued: By: Expiration: Certificate of Occupancy Issued: By: Occupancy: Conditions: Date: Condition Description: Condition Comments: Status: Code: Violations: Violation Date: Violation #: Agency: Violation Description: Status: Deadline: Other Fields: Work Discription DSFD Phnte& 110/20/200�6 Permit Record Report Page 7' of 8 Permit Number: 7914 101 New SF Detached Permit Type Building Printed: 10/20/2005 Permit Record Report Page 8 of 8 Permit Number: 7914 Sig RESIDENTIAL MINIMUM SITE PLAN SPECIFICATIONS Required information must be provided and verified by checking the appropriate review box. Incomplete submittals may not be accepted and will delay the review process unless specifically waived by a Building Official or Planner. Plans that have been marked in red will not be accepted. Four identical site plans and 2 identical sets of building plans are required to be submitted. Applican. Review Site Plans must include the following information: Staffs Staff' s Review Waiver A. Property Address, Legal Description ( Lot, Block, Subdivision), PM (Tax Number), & Owner's Name. Identify scale used (Scale must be 1"=20' or larger). Maximum paper size accepted is 24" X 36". Directional Designation (North Arrow). D. Dimension of plat & all property lines (Front, Rear, & Side Yards. E. Location & dimensions of all buildings on the lot (Footprints). F. Show all existing & proposed easements. G. Identify all existing Utility Mains; show location & the proposed service taps. Note: Utility connections within a street shall be close enough together to create only one patch, yet meet the minimum separation per utility. Existing streets will be cut at a 90 degree angle for all asphalt patches. H. Names of all adjacent roads. Show proposed driveway layout, proposed paved width of driveway, & its connection to the road, using a 10' radius on each side. If applicable, note existing roadside drainage conditions on your plans. I. Arrow showing proposed drainage direction(s) and indicate amount of cut and/or fill. Structures over 25' in height from existing grade must provide existing & proposed contours. K. All lots platted after February 1, 2000 require grading & drainage plans detailing existing and final grading, elevations at corners, & top of foundation elevations, flow lines. L. Activity in a floodplain requires a Floodplain Devel- opment Permit to be submitted with the Permit Appli- cation. Applicants that suspect that the property is in a floodplain should contact Will Birchfiekl, 577-3728 Li D C E Revised 2/25/05 For ots Platted e ore February 1, 2000 ckZ Av 6ubefov, p.u,D) Couvd-yi Coiorado I4i A ‘i kveriue NOTES 1. Required Setbacks Vary By Zoning District, Plat, Development Plan, Etc., And Are Site Specific. 2. Drainage Requirements Vary By Lot Size, Location, Topography, Date Developed, Etc., And Are Site Specific. Revised -03 TOWN OF ESTES PARK DEPARTMENT OF BUILDING SAFETY All heated structures will have one of four options to comply with the Energy Code requirements. ENERGY CODE COMPLIANCE OPTIONS Prescriptive Trade Off Energy Analysis Accessory Exemption Applicant marks Applicant supplies Applicant provides a Applicant marks one option on the ResCheck Certified Home Energy one option on Estes Park Compliance Sheet Rater Form - performed Accessory Exemption Energy Conservation and attaches to by a professional energy Handout and attaches Handout & attaches to the structural plans. structural plans www.energycodes.gov inspection service and attaches to structural plans or to structural plans Colorado Design Professional submits energy analysis for a passive heated home and attaches to sealed plans 970-577-3731 - (570-577-3735 - ttp://www.estesnet.com P.Q. Box 1200 -170 MacGregor Avenue - Estes Park, CO 80511 Maximum NA NA 8% 10% 12% 14Q/0 18% E E GY C IL -I-OWN OF ESTES PA.K.K SE':;" YAP.• IRCiTable N1102.1) Estes Park Single-Fam I Pres Maximum Fenestration U-Factor .50 axirnu Skylight U—Factor .60 .60 .50 50 ,50 ,50 Minimum Minimum Minimu Ceilings R-Value 38 49 38 38 Frame Wall R- value 13 19 or 13+5 (() 21 13 13 15 15 15 Mass Wall R-value Minimum Floor R-value over unheated space (e) 19 Package Options, Ini Basement Wall R-value continuous/ cavity 10/13 10/13 10/13 11/13 11/13 11/13 13/15 15/17 Minimum Minimum: Minimum Slab perimeter R -value/ Depth (I° 10/2 ft. Crawl Space R-value Cont/cavity Heating/ Cooling efficiency Rating (AFUE) 10/13 _90/12 (fit0/111 _ 10/2 ft. 10/4 ft. 10/13 Elect. Heat 10/2 ft, 11/13 80/10 11/13 10/2 ft, _ 11/13 10/2 ft, 0/2 ft 13/15 15/17 80/10 80/10 80/10 80/10 (a) R-values are minimums U-factors Solar Heat Gain Coeffecient (SHGC) are maximum, R-19 shall be permitted to be compressed into a 2X6 cavity. (b) The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration, (c) The first R-value applies to continuous insulation, the second to framing cavity insulation; either insulation meets the requirement. (d) The R-5 shall be added to the required slab edge R-values for heated slabs, (e) Or insulation sufficient to fill the framing cavity, R-19 minimum. (f) *13+5 means R-13 cavity insulation plus R-5 Insulated sheathing, If structural sheathing covers 25% or less of the exterior, R-5 sheathing is not required where structural sheathing is used. It structural covers more than 25°/© of exterior, structural sheathing shall be supplemented with insulated sheathing of at least R-2", (g) Nominal log thickness of 6 inches has a mass wall R-value (8.3), an 8 inch log is (11.3), a 10 inch log is (13.9), and a 12 inch log is (16.5). (h) In addition the Town of Estes Park will accept any Zone 13 Family Prescriptive Packages (see next page) in the 2003 IECC, any trade off ResCheck Compliance Report that passes using 6368 Heating Degree Days, and any Performance Rating, such as E-Star, of 82% & higher. Please highlight which option you are building this permit under. Total Gross Window Area includingincludinq patio doors and basement windows. Window Type Quantity(Q) Width Height (H) Unit Ajea A = W x H Total Area Q x A U-factor SHGC First Floor Second Third Floor Basement Total Gross Window Area Sum Continued on back Total Exterior Insulated Perimeter Wall Area not including basement walls Rectangular Wall Height (H) Ltneat feet of exterior wall (tw) Rectangular Area H x L Insulated Cathedral Ceiling Triangular Height (H) Lineal feet of ext rtor watt (L) Triangular Area i12 H x L To Gross Exterior Wall Area Sum Percent of Gross Window Area to Gross Exterior Wall Area Gross Window Area Gross Exterior Wall Area Window Area Divided by Walt Area Equipment Sized to ACCA Manual J. 8"' Edition by HVAC Contractor Furnace Make & Model Efficiency Rating BTUH of Furnace AC Make & Model Efficiency Rating Size of AC Name of HVAC Contractor (a) The following hermal design parameters shall be used for calculations required under this code: Winter Outdoor Design Dry-bulb (1 degree F); winter Indoor Design Dry-bulb (72 degree F); Summer Outdoor Design Dry-bulb (91 degree F); Summer Indoor Design Dry-bulb (75 degree F); Summer Design Wet -bulb (59 degree F); 6368 Heating Degree Days. (b) All heating and cooling equipment shall be sized such that the total sensible capacity of the cooling equipment does not exceed the total sensible Toad by more than 7% for cooling -only applications; or by more that 25% for cold -climate applications In accordance with the procedures in ACCA Manual J, 871 Edition, using the above thermal design parameters. All ducted air -distribution heating and cooling systems shall be sized using cooling loads or whichever has the higher demand cfm. All heating and cooling equipment shall be tested to ensure such equipment is operating within the manufacturers' recommended parameters and standards according to the applicable protocols established by the building code official and In accordance with the mechanical code adopted. ZONE 13 • Single -Family Prescriptive Packages 1998/2000/2003 IECC Step by Step Instructions Step 1: Determine the glazing area %. Step 2: The glazing area percentage is a maximum, so long as any buildings built with the selected package have less than or equal to the listed' glazing area percentage, the buildings will comply with the selected code. Each component requirement must be met within the selected package, otherwise select another package or use the MEC-check software, which can calculate trade-offs for compliance. Step 3: Complete the Prescriptive Package Worksheet available online at: eiww.energycoclesmv/rneccheck/orescriptive.stm Package MAXEMUM MINIMUM Heating/Cooling Equipment Efficiency Normal Glazing Area % . Glazing U-Factor Ceiling R-Value Wall R-Value Floor R-Value Basement Wall R-Value Slab Perimeter R-Value Crawl Space Wall R-Value 1 8% 0.45 R- 8 R-16 , R-19 R-10 R.-7 R-16. 12% 0.45 R. R-18 R-21 R- 0 R-9 R-19 NorntI 3 12% 0.4 R-38 1 R-18 R-19 R- 0 R-6 R-16 Normal 4 15% 0.45 R-49 R-19 R-30 R-14 - - _ Normal 5 15% 035 R-38 R-18. R-21 R-10 R-9 R-20 Normal 6 18% 0,34 R49 R-22 R-19 R-10 R-8 R-17 Normal 7 20% 0,31 R49 R-24 R-19 R-10 R-7 R-17 Normal 8 22% 0.35 R-49 R-26 R-30 R-14 - - Normal 9 25% 025 R40 R-19 R-21 R-10 R-9 R-20 Norrnal 10 12% 0.6 R- 0 R-13 R-26 R-11 R-8 - High Heating 11 12% 0.45 R-26 R-13 R-15 R-8 R-2 R-14 High Heating 12 15% 0.55 R-38 R-16 R-19 R-8 R-3 R-18 High Heating 13 15% 0.45 R-30 R-13 R-19 R-9 R-4 R-22 High Heatrng 14 18% 0.5 R-38 R-18 R-19 R-9 R-4 R-22 High Heating '15 18% 0.4 R-38 R-13 R-19 R-9 R-3. R-19 High Heating 16 22% 0.45 R-49 R-18 R-21 R-10 R-6 r R.- High Heating 17 22% O. 5 R38 R-13 R-19 R-9 R-4 R-22 High Heating 18 12°/. 0.65 R-38 R-16 R-15 R-8 R-2 R-14 jjeaool High HeaUCool 19 12% 0.5 R-30 R-11 R-19 R-9 R-3 R-20 20 15% 0.6 R-38 R-18 R-19 R-9 R-3 R-22 High Heat/Cool 21 15% 0.45 R-30 R13 R-19 R-9 R-3 R-20 . High HeatlCoot 22 18%0.55 R- 8 R- 7 R-26 R-11 R-9 - High HeatJCccI 23 18% 0.45 R-38 R-13 R-26 R-10 R-6 - High HeatlCool 24 22% 0.45 R-49 R-19 R-19 R-9 R-4 R-22 High HeaUCool 25 22% 0.35 R-38 R-11 R-21 R-10 R-5 R-30 High Heat/Cool Footnotes 1. Glazing Area is the ratio of the area of the glazing assemblies (including sliding glass doors, skylights, and basement windows but excluding opaque doors) to the gross wall area, expressed as a percentage. Up to 1% of the total allowed glazing area may be excluded from the U-value requirement. For example, 3 ft2 of decorative glass may be excluded from a building design with 300 sq. ft2 of glazing area, 2. Glazing u-factors must be tested and documented by the manufacturer in accordance viAth the National Fenestration Rating Council (NFRC) test procedure or taken from the glazing U-factor table in Appendix B of the Prescriptive Packages User's Guide located' at vvvvev.enemycodes.eacv. Center of glass U-factors cannot be used. 3 The Ceiling R-values do not assume a raised or oversize truss construction. If the insulation achieves the full insulation thickness over the plate lines of exterior walls, R-30 Insulation may be substituted for R-38 and R-38 insulation may be substituted for R-49 insulation. Ceiling R-values represent the sum of cavity insulation plus insulating sheathing (if used). For ventilated ceilings, Insulating sheathing must be placed between the conditioned space and the ventilated portion of the roof, 4, Wall R-values represent the sum of the wall -cavity insulation plus insulating sheathing (if used). Do not include exterior siding, structural sheathing, or interior drywall. For example, an R-19 requirement could be met EITHER by R-19 cavity insulation OR R-13 cavity insulation plus R-6 insulating sheathing. Wall requirements apply to wood -frame wall constructions. Metal -frame wall or mass (concrete, masonry, log) wall equivalent R-values can be found in the Prescriptive Packages User's Guide located at www.energycodeseiov. 5. The Floor R-value requirements apply to floors over unconditioned spaces (such as unconditioned crawlspaces, basements, or garages). Floors over outside air (such as cantilevers, bay windows, etc.) must meet the ceiling requirements. 6. Walls of conditioned basements below un-insulated floors must be insulated from the top of the basement wall to a depth of 10 ft. below ground level or to the level of the basement floor, whichever is less„ The entire opaque portion of any individual basement wall with an average depth less than 50% below grade must meet the same R-value requirement as above -grade walls. Windows and sliding glass doors of conditioned basements must be included with the other glazing. Basement doors must meet the door U-factor requirement described in Note b. 7. R-value requirements are for unheated slabs. Add an additional R-2 for heated slabs. For packages with a slab insulation requirement, the insulation must extend a total linear distance of at least 24 in. in Zones 2-12 and 48 in. in Zones 13-17. The insulation must extend: 1) down from the top of the slab, or 2) down from the top of the slab to the bottom of the slab and then horizontally underneath the slab, or 3) down from the top of the slab to the bottom of the slab and then horizontally away from the slab, with pavement at least 10 in. of soil covering the horizontal insulation. 8. The Crawl Space Wall R-value requirements are for walls of unventilated crawl spaces, The crawl space wall insulation must extend from the top of the wall (including the sill plate) to at least 12 in below the outside finished grade. If the distance from the outside finished grade to the top of the footing is less that 12 in., the insulation must extend a total vertical plus horizontal distance of 24 in. from the outside finished grade. 9. High Heating means a furnace AFUE of 90% or more, or a heat pump HSPF of 7.8 or more. High Heat/Coo/ means both heating and cooling equipment must meet these minimum efficiencies If you plan to Install rnore than one piece of heating equipment or more than one piece of cooling equipment, the equipment with the lowest efficiency must meet or exceed the efficiency required by the selected package. See: "Notes" Page 2 Provided by the DEPARTMENT OF BUILDING SAFETY - TOWN OF ESTES PARK Page 2 Notes: a) Glazing areas and U-factors are maximum acceptable levels. Insulation R-values are minimum acceptable levels. R-value requirements are for insulation only and do not include structural components. lb) Opaque doors in the building envelope must have a u-factor no greater than 0.35. Door U-values must be tested and documented by the manufacturer in accordance with the NFRC test procedure or taken from the door U-factor table in Appendix B. If a door contains glass and an aggregate U-factor rating for that door is not available, Include the glass area of the door with your windows and use the opaque door U-factor to determine compliance of the door. One door may be excluded from this requirement (Le, may have a U-factor greater than 0.35) c) If a ceiling, wall floor basement wall, slab -edge, or crawl space wall component includes two or more areas with different insulation levels, the component complies if the area -weighted average R-value is greater than or equal to the R-value requirement for that component Glazing or door components comply if the area -weighted average U-factor of all windows or doors is less than or equal to the U-factor requirement (0,35 for doors), Use the R-Value/U-factor Weighted Average Worksheet for these computations. d) Hyphen ( ) in any foundation column indicate that the package which contains the hyphens cannot be used with the Indicated foundation type. e) In Zones 1-7, the area -weighted average SHGC value of all glazing cannot exceed 0.4. SHGC values must be determined in accordance with the NFRC test procedure or taken from the default SHGC table in Appendix B. Provided by the DEPARTMENT OF BUILDING SAFER' - TOWN OF P CONIMERCI FIXTURE UNIT VALUES (New commercial construction or commercial remodels) OWNER NAME: ....... TEL: CONTRACTOR NAME: PHYSICAL ADDRESS (Lot, MAILING ADDRESS: 5 '5 51-1 FIXTURE TYPE DEMO Bathtub & Shower Combo Bathtub only Shower only Drinking fountain (cooler) Drinking fountain (public) Kitchen sink Lavatory Laundry trays Service sink Urinal, pedestal flush valve Urinal, wall or stall Trough (2' unit) Water closet, flush valve Water closet, tank type Dishwasher Washing machine Hose bib Other: Other: Direct questions about filling out this form to either: Jeff Boles (970) 577-3608 Laurie Button__ (970) 577-3588 EXISTING ROUGH -IN NEW TOTAt. X F XTUR VALUE s cellon by ater " apart e t personn614$4' existing/ e i fixtur s u*,EOIE any work begi DO NOT WRITE BELOW THIS LINE: FOR OFFICE USE ONLY x 8 = x 4 / x 4 x X x 35 x 12 X 2 X 35 ix 3 x 4 5 x ,of to verify 11 Fixture unit cost: $362/unit for new construction (new tap) Li $47.50/unit or $190/unit for additions to existing water service. The fee is based upon the year the original tap was purchased and the fees in effect at that time. Total number of fixture units: X $ _ per unit Total amount due Comments: BY: DATE: WATER DEPARTMENT, TOWN OF ESTES PARK Town of Estes Park 170 MacGregor Ave. P.O. Box 1200 Estes Park, Co. 80517 Code Enforcement Record Page: 1 Citation Number: 171-05 Printed: 11/3/2005 Citation Date: 11/3/2005 Inspector: Carolyn McEndaffer Cited By: Town of Estes Park Status: Resolved Comments: 2. 11/03/05 CM called Rober Sauvan. He said he knows he has to get permit for tower. He knows he has to talk to planning about location. He just staked out. Not doing excavation for tower, only house. Before he digs he will do all above. Just building house for now. 1. 11/03/05 AC had call from realtor. Concerned 2205 Arapaho is putting up transmission tower. Backhoe on site. Need permit, have to comply w/setbacks, need permit. There is a BP on this property 7914. Owner Robert Sauvan 970-412-5976. Violator: Filer: Fees: $0.00 Receipts: $0.00 Phone: Fax: Cellular: Email: Phone: Fax: Cellular: Email: Violations: Identifier: Comments: Descriptor: Inspections: Inspection Type: Inspection Number: Inspection Date: Inspector: Passed? Conditions: Date: Source: Status: Code: Description: Condition: Graphics: Description: TOWN OF ESTES PARK COMPLAINT ACTION FORM Directed to: 0 Fiie 0 Build' Taken by 0 Police 0 TownAdministrator • ZOning D Public Works Address of Alleged VioiaJon Time Date 20 Complainant Name Address Telephone FindingsfResults/Action Taken Signed Date Date (.9-5- B y JOB ADDRESS /3770 it/ ckif TOWN OF ESTES PARK Department of Building Safety I have this day inspected this structure and these premises and have found the following violations of the Town of Estes Park Municipal Code: MUNI EVDC BLDG MECH PLUMB FGC ELECT ENERGY Work Shall Not Proceed Until Approved When corrections have been made, call for reinspection, 970-577-3731. $100.00 Re -inspect Fee Assessed El 77 z(0- Date (2.5----zz-06 Per 7-"/ 47-e TOWN OF ESTES PARK Department of Building Safety JOB ADDRESS .Z/2 Yte.4.14-7Y_ I have this day inspected this structure and these premises and have found the following violations of the Town of Estes Park Municipal Code: MUNI EVDC BLDG MECH PLUMB FGC ELECT ENERGY 5 y AziL 44,44.4.5,7-- e leel'e, / ,-1 Work Shall Not Proceed Until Approved When corrections have been made, call for reinspection, 970-577-3731. $100.00 Re -inspect Fee Assessed El / 2 7: y0 Date 7'; Permit By TO TOWN OF ESTES PARK Department of Building Safety le JOB ADDRESS / I have this day inspected this structure and these premises and have found the following violations of the Town of Estes Park Municipal Code: MUNI EVDC BLDG MECH PLUMB FGC ELECT ENERGY Work Shall Not Proceed Until Approved When corrections have been made, call for reinspection, 970-577-3731. $100.00 Re -inspect Fee Assessed E. QX) Mb-98S (0/.6) A 36vilitaettser Biis Pre-; 3S 100 , 6 k ,r2 Ils-1 BOB BROWN ledwical Repiesenlative 2767 Yew Dve Loveland, Calwado 89538 Phone 97 i; —0700 A Fax 910 613,070V Date - - Permit 7 By ; TOWN OF ESTES PARK Department of Building Safety TO JOB ADDRESS 21 / /72 /___C I have this day inspected this structure and these premises and have found the following violations of the Town of Estes Park Municipal Code: MUNI EVDC BLDG MECH PLUMB FGC ELECT ENERGY C /q-S n./ r (./ 77C2 A....74-L A(6 A 1 /F A7 (2 iv s7A AL7Nic,--/(9,0c z I , 5,4,7ox (2 A,/ a 7- Atv/c fiQ406 A/c/?-5- /1'7 gV/ Ph c 7-h 4 7 C__77 7-6'11.4e1 X/IIP /0 /rnoe 0 fiz- G 777/f Cf/ Work Shall Not Proceed Until Approved s x Lic co t 4/6- / S Al IS When corrections have been made, call for reinspection, 970-577-3731. $100.00 Re -inspect Fee Assessed fl Vilf,f/v Date 0 1/- e 7 Permit 791 By TO (-" TOWN OF ESTES PARK Department of Building Safety JOB ADDRESS 1-77fre,--) k 6 /JO /--4i4 4:6 c„,9 /(„Li; I have this day inspected this structure and these premises and have found the following violations of the Town of Estes Park Municipal Code: MUNI EVDC BLDG MECH PLUMB FGC ELECT ENERGY / Nr fi,;/ 4.>7 6/ it/7 C7" /1-71 .-/f S c" /6-iV (9(;)ci A/ a 71,.1 s _col/ G 77a c/ ,v07-- (.4ci-r-fiA s 4/6 0 (7/° (2jvid Awni.a 9) 6 (.7./ 4A9 7-- r.-_9711/4- Gs i//4 7/14 /gAi TAI-s P VAL IN oil 7-2 i-/S CQ/' ^Jar- ShriC' 771vs- P,c , / / 0 57-/e/iio // v',,J A107 77/ Miss ,“ eisr- 7 /5" ./v/ 4 5 C 667t745-4/ Vf/ r V/F4/7— R6u7eiez v5A/ 2— re:, c9--274 vcs- Work Shall Not Proceed Until Approved )30 P V C 6 (-,-) /Ds 0 < When corrections have been made, call for reinspection, 970-577-3731. $100 00 Re -inspect Fee Assessed El CORNERSTO ENG1/^fIEERING February 13, 2006 SIJEtVE'i NG, INC'. Robert Sauvan 3444 Riva Ridge Place Fort Collins, CO. 80526 1.692 Big Thompson .Ave Suite 200 1,:,,stes Park, CO 80517 970.586.2458 Fax 970.586.2459 EU.I.:6L.111110€14(6),00-c.cccom RE: Great Room Ridge Beam, 214 Arapahoe Road, gstes Park, Larimer County, Colorado. CES JOB NO. 439.001 Dear Mr. Sauvan: Cornerstone Engineering and Surveying, Inc. (CES) performed a structural analysis for the great room ridge beam. The ridge beam is for the great room roof framing for a new residence at 2214 Arapahoe Road, Estes Park, Colorado. The ridge beam is to span 22 feet with a 9 foot tributary loading. A second roof load contributes to the to the ridge beam 8 feet from the exterior wall. CES recommends that a 6-3/4" x 21" 24F-V4 DF/DF Glulam be used for the ridge beam. Two 11-1/4" x 1-3/4" LVL rafters should be set either side of the ridge beam below the exterior wall of the second floor. Both ends of the ridge beam should be fully supported to the foundation. Two 11-7/8" x 1-3/4" LVL header should be used for the window header in the exterior wall below the ridge beam. if you have any questions, please do not hesitate to contact us. Sincerely, CORNERSTO Michael S. Principal 759 W4V. RING & SURVEYING, INC. Date 0 ././--/ (.26 Per it 19 By TOWN OF ESTES PARK Depart ent of Building Safety 1 TO C.,4-1LkS JOB ADDRESS ADDRESS --Rookk c\44,-- itsrl ikAEo4r I have this day inspected this structure and these premises and have found the following violations of the Town of Estes Park Municipal Code: MUNI EVDC BLDG MECH pLUMB cFGC J ELECT cefry21 1---717.1,"2: /54' 771//if 4-7 4ek (-2 A2-.<)6 4--A/ ENERGY /CLI 7%47v)57".// s. 4/1 /<3//' 43/ / Work Shall Not Proceed Until Approved When corrections have been made, call for reinspection, 970-577-37 1. $100.00 Re -inspect Fee Assessed 0 Date (;)- Pe rm it 79/Li )' By TOWN OF ESTES PARK Department of Building Safety 1 1 TO X) 5-1,7C2 ..s--FE 2032/ JOB ADDRESS /I—n-77/ v /74„ • /v_ef (x2 c// 7? /2g6- I have this day inspected this structure and these premises and have found the following violations of the Town of Estes Park Municipal Code: MUNI EVDC BLDG MECH PLUMB FGC ELECT ENERGY V / 0 61--C 7--//17 C A/12% >7 CV (ex(' z_o ce/ c /qv 751 A/6: p /7,u/ l6C--7/145- r71/1-7-zo 67 - / 6 'Pz //a /24-7-7/ 3 ,67 /:17,1,4 /".e cA / AKA /S7 V77' //7/1 S2.1 .A? 9t- 4./7/17.6 4e-7‘7( e 6 , (7 g.A7(.//VG (Q - 0 4_26 (v Cc/I-19111 /.3-11/1/7—AveA--rAIZ 7,, e2t/A---r--/Fie /vs- 775/e4J //.? 7-i 6,(_,)/v ‘57, A izy 72_ rIC il-Z-- ‘").9 4K /J C A- -1(7, /34.49 Vel 4 61 0 77 1//S. /7 s T" 54----7-1-7 co A7/1/2 C /e4-r,(1 L 164/ /t 0 -79 Moi 8,41 CA/ 6 Ail) WorkShair Not Proceed Until Approved 7 ,4 4-71,74-5 g je)gle j(AZ.r 6:1/57 £fl S / 6 Y ccgacit8'66'hav—erbereq mad, calT1/8r reWsifet-ticein, 970-577-3731. /3. OK c1`G77/1./(.; -g/V6:1A/' $160.00 Re-irSpect Fee Assessed 111 7.-- Rid 49.0.7,:. ///rZI-42( Date 62 By 1:/o/vi TOWN OF ESTES PARK Department of Building Safety 1 TO JOB ADDRESS 2 I have this day inspected this structure and these premises and have found the following violations of the Town of Estes Park Municipal Code: MUNI EVDC BLDG MECH PLUMB FGC ELECT ENERGY it 7 1 #17e7 6.1 772- 41 fle .4 d / I°C S 7- \3I?fl G-7175 Work Shall Not Proceed Until Approved When corrections have been made, call for reinspection, 970-577-3731. $100.00 Re -inspect Fee Assessed El 21 El PERMIT INSPECTION RECORD JOB .ADDRESS P 13- -Rma # OCCUPANCY GROUP » CONST. TYPE OCCUPANCY LOAD. SPRINKLEROWNER 4LfONTRACTOR DESCRIPTION OF WORK. PHONE THIS CARD MUST BE POSTED AND VISIBLE FROM THE FRONT OF' JOBSITE AND MUST BE PROTECTED WITH PLASTIC OR OTHER WATOPROOF MATERIAL. SETBACKS/( --- FOOTING I „„ UFFic 4z. C.,;,/-1-t, „,,,o FOUNDATION , -' "i....7(:" ' 1;":7 .. ' 2: 5 DAMP PROOFING/WATER PROOFING (FOUNDATION BASEMENT ALLS) /Lior citzGO PLUMBING UNDERGROUND (INSIDE BUILDING.) / :- ,: ' 1' ,i "15 , ( SEWER SERVICE & UNDERGROUND OUTSIDE OF BUILDING (SAN DIST.) WATER SERVICE /v o7 c b ROUGH MECHANICAL '6-- o 2 - ROUGH P U .B - . 7--Riv 2 ( , - Z 6 ---04 et."(' .ROUGH GAS ' zj , `60'..s --./.3 ---624 FIREPLACE - _.-6 6 ZAJ7- -' ROUGH ELECTRIC (STATE INSP1 ---- ?)L7 72 ROUGH BUILDNG 0,5=-07-06 AY-72 0 -5 -- - 1, .5 -- - c 6 '21. )1-- X C7- C A A r T. 4 I' Z_ y ROOF MID MID 6.5- ' , FINAL ROUGH INSULATION -9-62 DRYWALL 5ce .. - .'" f*A) 5--- z-z - .,..0'10. 0 6 - c 7 -67 ,.. COUNTY HEALTH INSP. SEPTIC, FOOD/ALCOHOL SERVICE, DAYCARE) PLANNING DEPT PUBLIC WORKS DEPT FIRE DEPARTMENT ELEVATOR (STATE CERT INSP.) .. SPRINKLER (STATE CERT INSP.)_ ACCESSIBILITY (HANDI('AP) FINAL ELECTRIC (STATE INSP.). FINAL TOWN WATER DEPT. (METER. INSTALL ., FINAL JOB COMPLETED ALL INSPECTIONS MUST BE REQUESTED BY CALLING 577-3731 BY 4:00 P.M. THE PRECEDING WORK DAY, INSPECTIONS CAN ONLY BE REQUESTED BY THE CONTRACTOR PERFORMING THE WORK TO BE INSPECTED. ALL INSPECTION REQUESTS MUST INCLUDE THE CONTRACTOR'S NAME AND TOWN LICENSE NUMBER, JOB ADDRESS, TYPE OF INSPECTION(S), A ND PERMIT NUMBER. FAILURE To COMPLY WITH ANY OF THESE REQUIREMENTS MAY DELAY INSPECTIONS. TO F ESTES PA nspection Record t.15'1)'4 Too .st Et0rimE' pARK. Inspection Line 577-.3731. Please Read Instructions Carefully 1. Request inspections ONLY at 577-3731 _Inspections may be requested at anytime. The following information is necessary to schedule an inspection: 1) job address; 2) permit number; 3) type of inspection(s); 4) All inspections must be called in on the "Inspection Line" by 4:00 p.m. the preceding work day. 2. This card and the permit must be posted on the job site for all inspections. 3. Town approved plans must be on the job site for all inspections. 4. Work shall not proceed until the inspector has approved the necessary inspection. Unauthorized construction may result in material removal. 5. Permits will become null and void if the authorized work is not ready for the first inspection within 180 days of the permit issue date, or if more than 180 days elapses, 'between inspections. 6. A re-inspectionfee may be assessed when: 1) Inspection card and permit card are not posted;..2) The approved plans are not available; 3) Access to the site is not provided for the inspector; 4) Inspections are requested prior to the work being ready; 5) Previous corrections are not properly made. Additional inspections will not be made until re - inspection fees are paid and the receipt is with this inspection card. 7. Setback and footing inspections will not be performed by the Town unless all lot corners are clearly staked or provide a stamped letter from a professional land surveyor / engineer certifying setbacks. 8. All concrete reinforcing steel must be in place before inspections are performed. 9. The appropriate sanitation district must be contacted to make taps and "sewer service line" inspections of a11 under ground plumbing outside of buildings. 10. The Town Water Department must be contacted (586-3608) to make water taps and service line inspections. 1. 1. Electrical permits and inspections are provided by the State (577-3589). 12. Twenty --four (24) hours notice is required from time of final inspection approval to issuance of a Certificate of Occupancy (C.O.). Failure to request final inspections and meet all permit conditions will prohibit the -issuance of a C.O. All fees must be paid prior to requesting final -inspections, including contractor licensing. Do not call for a final inspection until an approved contractor affidavit has been approved by the Municipal Clerk. 13. Utility Locate 800-922-1987 Xcel 800-772.-7858 Health Dept 970-577-2050 14. Department of Building Safety 577-3731 or 577-3728 - Fax 586-0249 INSULATION CERTIFICATE Job Address: 2214 Arapaho Rd - Estes Park General Contractor: Robert Sadvan insulation Thermal Concepts Insulation Contractor: P.O. Box 270066 Fort Collins, CO 80527 970-223-7090 tnsulation Location Material(s) Thickness Rated R-value Location (IntJExt) Notes Flat or vaulted ceilings with attics above li c , :el : se 0 59" 1 '3 40 5 bag,s tr covr I( ( sf Blown )ags cove ' Ceilings with Enclosed raftur cavities r )1V1 I 'ell ' '3 32.5 bags cover " 't : r lt LS . I '3 Frame walls and rim/band joints -to exterior F R 1 ) Frame walls and rim/band joints to attic, garage .L -; Bat s 6" R 9 I' 1 I ' .s (,-. II 1 19 : ; I tS (,, R Frame floor -cantilever 'C. 1.3altS Frame floor -over garage or crawl space N/A Slab-on-grado (0-12") N A Crawl space walls 17(1 a s Basement walls N/A Foam: sealant Foam rope doors, Idows "oa r mecharlica s Caulk Baseplate , Certification liwe certify that the above listed insulation in the building at the above locations is in conformance with the current requirements of the City of Fort ollins Residential Energy Code, and that It was installed in accordance with the applicable "Insulation Installation Guidelines" published by the IC60. Certified by: Thermal Concepts Insulation Business firm: Thermal Concepts Insulation Address: 6617 S. College Ave. InstructiQnS This disclosure form is to be signed by the insulation contractoror epre encontractor, Please type or print, except for the signature. Phone: 970-223-7090 Date: Signature: L.D. Klippen Date Req ested [ •-• ' 2. "' Nit Pe Date Inspected 0 7-07 44 t-ILA spector JOB ADDRESS r 1. REQUESTED BY . I/ •") 0.4.41,„/ or) 1,44. TOWN LIC. CONTACT INFO. TYPE OF INSPECTIONS V s 444-zy 225.. Y4V v 6/4" k-Ze.S /10e0 7 VS / ,frt-t O,Vfir,47,444-cif 4mi /1-57 ,e44c,1L Avcr7Kcovi77,46 11'1 '1 I L 111001 IF CIRCLED When corrections have been made, call for reinspection: 970-577 7 1. IF CIRCLED e- n pecti n Fee Assesse $100. (30) By C TO JOB ADDRESS TOWN OF ESTES PARK Department of Building Safety 1 'Vtir) • • N-161- di- CAL- I have this day inspected this structure and these premises and have found the following violations of the Town of Estes Park Municipal Code: MUNI EVDC BLDG MECH PLUMB FGC ELECT ENERGY 74."-tp Work Shall Not Proceed Until Approved When corrections have been made, call for reinspection, 970-577-3731. $100.00 Re -inspect Fee Assessed 0 Date 0 7-06 Pen1it By 7- "0-S TOWN OF ESTES PARK Department of Building Safety LW TO /6)0,6 /9 V/tV/v/ V/ JOB ADDRESS Z.Z/ "4" it 64-7/0. A - C 4---vz,K,/ Ai G I have this day inspected this structure and these premises and have found the following violations of the Town of Estes Park Municipal Code: MUNI EVDC BLDG MECH PLUMB FGC ELECT ENERGY ii/C-1;.7( rif-Va< /11 Work Shall Not Proceed Until Approved When corrections have been made, call for reinspection, 970-577- $100.00 Re -inspect Fee Assessed Date Requested ) )))) f Date Inspected Per it# Ins or uilding Safety / I ) JOB ADDRESS REQUESTED BY TOWN LIC. # CONTACT INFO. When corrections have been made, call for reinspection: 970-577-3731. IF CIRCLED $100.00 Re -Inspection Fee Assessed /.6 (s) TEMPO. A. 221.4 Arapaho Road. .A.ddress A PA NCY 7914 Building Perini( Number MINVI The work approved by Building Permit Number 7914. has not been totally completed. However, applicable life -safety requirements comply with Municipal codes. Therefore, to allow owners the most possible use of their property, a Temporary' Certificate of Occupancy is being issued. 'However, it is the responsibility of thecontractor and the property owner u..) complete all. requirements associated with the permitted development, in a manner complying with all. Municipal Laws. No changes from! the approved site and construction plans are authorized, without prior approval of the Building Official. The contractor and the owner must read. and agree to the previous conditions and the .following corrections, prior to issuance of a Temporary Certificate of Occupancy. 1. This Temporary Certificate of Occupancy expires August 31, 2006. 2. .Permanent address nu.m.bers are required. 3. Exterior landing missing at sliding glass door and garage personnel door. 4. Siding and stone veneer not completed. 5. Roof flashing at bottomsiding not properly installed. 6. Front Deck Stairs not ready. 7. Attic Access not covered/trimmed in 3 locations. 8* Great Room gas fireplace not ready. 9. Great R.00mceiling not completed. (wood) 10. Basement water valve installation before water meter is prohibited. 11...Basement rini and exterior walls not insulated. 1.2. Single wall vent on .furnace limited to 1..5 feet per inch of diameter. 13. Backsplashmissing on all lavatories. 14. Crawl ductwork not connected. Contractor Building Official Date Date Fee: $ 100.00 NO Fees Collected FAKK P. O. BOX 1200, ESTES PAKK, CO 80517 Date: AAAARADA , To: Finance Department From: Building Department PERMIT # Customer: Address: L-f Date: Description of Fee: Cash/Check # Amount: 0 1--,f, ((AAI 2_ I e Please return receipt to Building Department. Thank you. CONTRACTOR / SUBCONTRACTOR TOWN BUSINESS LICENSE AFFIDAVIT Applicant Name: Business Name: Mailing Address: Phone Number: 4 - Address ot Project: / Vi4 yvG 6 (3 Type of Project: iv' €tk./ 11 t1-7 . 5353'3 Please list the required information for all contractor/subcontractor, who performed work/services for the above '1°, 't* ' , ,e ., „,,„„ „„ ,-, ,.,-2"'''' ,,,confoot Name . , „, , (.2) <4' 2, r" 'tl tl',tlitltl : 9, :,:,,,,,,;,„, :::„,, .„ •„.. ---- ''''.-- 'ile, 4,44,7410e;r.,,, , II L ' ,,,„,, 22,2,f ci,e 5,7,,,,,„$ ,,,,2.7" f„ ,,,,,,,,r 2: iff„ :2 4" r"' tltl - — tl' -'' 'tl"'''' • ' ..... '''' ,2', ) / /1A4,,Ci) 041 ""c< (:'''"A3 0 (...;;;.. /2., r CC S ""; 'tltlZtltltle f CI` ktli tl" 'tl tl,tlel fl,',: 1.,) ((i "3 '‘I'",43 4.3 /2 °'(- f;;"' ei 2,,,,,„1 CI tic lirt,,,o 4.7 'ri. 5 ' 1'''''' ''' o .2 ''''45' tlf ir„,',5 rt, 76, .3-16404/„ /52,4,4,2'203 ,,,,f /g 3 ,!,, „2 pr HArl ('1r IVvk .;1 2 IS /4,1 44e/Af L„.), 1 certify that this Affidavit represents a complete list of contractors/subcontractors who provided work/services on the project described above, and I understand that Final Inspection or Certificate of Occupancy will not be issued until all contractors/subcontractors listed above have acquired a current Town of Estes Park Business License. Applicant's Signature: RETURN COMPLETED FORM TO: TOWN CLERK'S OFFICE, TOWN OF ESTES PARK, P.O. BOX 1200, ESTES PARK, CO 80517 Initialed By: Town Clerk: A Date: 1, ( Building Official: Date: Date: Er- 30 6/ 4/02 Business Name Contact Name Complete Addre To assist you in completing the required Affidavit, please find below a synopsis of two Municipal Codes relating to the Town of Estes Park Business License requirement for Building Contractors. if you have questions, please call the Town Clerk's Office at 577-3703 or 577-3702. Section 5.20.020: There is imposed a business license fee for engaging in any business, profession or occupation within the Town, whose primary business is the physical construction of structures and their appurtenances, including but not limited to: Acoustical Air Conditioning Cabinets / Cabinet Makers Carpenter Caulking Ceiling Concrete Counter Tops Custom Windows Demolition Drilling / Boring Drywall Electrical Excavating Framing Heating / Mechanical Home Building General Home Improvement House Mover Insulation Landscaping Mason Painting Patio / Deck / Enclosure Paving Plumbing Remodel / Repair Road Building Roofing Septic Tanks / Systems Siding Sprinkler System Swimming Pool Tile / Ceramic Waterproofing Section 14.04.030: Prior to the issuance of any Certificate of Occupancy or Final Inspection: (1) the owner or general contractor shall provide the Town with an Affidavit listing all contractors who provided labor for construction, repair, and/or remodeling, and (2) all contractors listed on this Affidavit shall obtain a Business License. The comprehensive Municipal Codes are available for reference in the Town Clerk's office or online at www.estestiet.com. 6/10/04 Received Date Received By:4), Cocee'm Departmeni of Building Safety 170 MacGregor Avenue P.O. Box 1200 Estes Park, CO 80517 General Inforniation and Inspection Line (970) 577-3731 FAX (970) 586-0249 www.estesnet.com/ConiDev/ a OWNER'S SECTION: Tow of stes A I am officially requesting my current address, C74,C; Legal Description Parcel Number 3 0 ,74 be changed to certify that I am the legal owner of said property. 01,,, Print Name Signature Date OFFICIAL APPROVAL: Effective immediately the current address, e),-;). ,4" A r officially changed to Reason for change: c7:71:4;11 L'Ik tr-4247- Building Official. Date Path: Page 1 of 3 \\Servera\Comen_Dev \Building\ADDRESSES \MASTER FORMS\Address Change Revised 10/5/2005 - SA OWNER'S RESPONSIBILITY: If you have a Post Office box because there is no local mail delivery to your physical location, please continue to use your Post Office box as your mailing address and use your number and street as your physical address. Al! properties within the Estes Park Town boundaries must have street addresses properly posted. Relevant code sections and information are below, Please properly post your correct address as soon as possible. It is the property owner's responsibility to contact applicable utilities and all other parties to notify them of the new physical address. As soon as possible contact your phone service provider for 911 accuracy and the Town Clerk for voter registration. The Department of Building Safety will notify the appropriate Town Departments, the, local post office, the County Assessors office and other agencies as indicated on page 3. All other notifications are the responsibility of the property owner. If you have any questions regarding this matter, please call the Department of Building Safety at 577-3728. Municipal Code 12.16.030 Street Addresses All individual properties within the Town shall be designated with a street address. The location, size and materials necessary for the posting of the street address on the property shall be as provided in the 2003 International Building Code with regard to new structures. All property not in compliance with this Section shall be brought into compliance on or before December 31, 1997. (Ord. 3-97, §1, 1997) 2003 International Building Code 501.2 Premises Identification Approved numbers or addresses shall be provided for new buildings in such a position as to be clearly visible and legible from the street or roadway fronting the property. Letters or numbers shall be a minimum 3 inches (76 mm) in height and stroke of minimum 0.5 inch (12.7 mm) of a contrasting color to the background itself. Path: Page 2 of 3 Revised 10/5/2005 - SA \\Servera\Comm_DevlBuilding\ADDRESSES\MASTER FORMS\Address Change The Department of Building Safety has notified the following of the Official Address Change from to Address Change NOTIFICATION LIST * Assessors Office Larimer County Larimer County Election Office/Clerk & Recorder Estes Park Sanitation District Upper Thompson Sanitation District Postrnaster Town of Estes Park Property Owner New Address File Previous Address File Change or add Address to Plats and Maps Have Mylar changed for Street name changes? E-mail to Current List (clarkjs('ilarim cr.org) 498-7102 St rat t V 1.1-(),co . I ari mei% (Fax: 970-586-4712) (Fax: 970-586-1049) (Fax: 970-586-2544) Becky Glowacki 586-0170/ 215 W. Riverside Dr. Owner's preference: Mail / Fax / E-mail (?) (signed addressed change request form) (copy of signed addressed change request form) (Check with Planning Dept.) * Address Change Notification List (located under Contacts in Outlook for E.-mailing) Bob Leadly Bruce Walters Carol Hillerson Cliff Tedder Corey Pass Dave Shirk Don Holbeck Jeff oles Laurie Button Mary Jo Seifert Cherie Bartram Police Department Scott Dorman Steve McFarland Todd Steichen Will Birchfield Virginia Stratton (Larimer Co) John Clark (Larimer Co) Mike Mangelsen Path: Page 3 of 3 Revised 10/5/2005 - SA \\Servera\Comm_Dev1Building\ADDRESSESIMASTER FORMS \Address Change ReceNed Date _ Received By _ Town of Estes Park Application for 'uilding Permit Department of Building Safety 170 MacGregor Avenue P.O. Box 1200 Estes Park, CO 80517 General Information (970) 577-3731 • Inspection Line (970) 577-3731 • FAX (970) 586-0249 job Address: 0 Lot: .3A Bock: Subdivision: I) v Owner Name: A73),"?..,,,:,;' 7- '? (I e Address: )4L,, (Street) (1) Contractor/Applicant: lecj, ic Permit Number Lot Size: 6 .;a. Parcel #: '7(0 / e,/ -""' 003 ?29 -4791-- Phone: 4 (City) I.A/r11, (State) Town License #: Phone: c4.2 (Zip Code), Address: (State) (Zip Code) (Street) Residential 1:1 Non -Residential Proposed Awe ern) /1/4,„ c;• Number of1 Number of i Units: Kitchens: Existing, Use: Number of Stories: (City) )(New Bullding DAlteration 0Addition Building fr Construction Height: ft. Type: Number of Bedrooms: Occupancy Group: Occupant Load: Number of Bathrooms: Full- ..7> 3/4- 1/2- Fireplace? Y N # r Gagne (Detached sf Carport Master Plan Num Address: Gm Logs? N s T of Heat Jas Electric Basement (s Fin Porch Roofec Electric Service: # Meters / Size:1;0-0 Amps: pl'FicKtr i?95 Unfin 'Deck No f Fire Suppression System Y (14) 2nd Floor (sf) :Pi. 7 OS, Unfin 3rd Floor (sf) sg 3 Unfin Stairs e sf (Proposed Use: Total Valuations (Labor & Materials) $ az) Blectri Su Plumbing Subcontractor I certify this application is true and correct and agree to perform the work described according to plans/specifications submitted, reviewed and approved, and comply with local ordinances, state and federal laws as well as building codes. I certify 'that I have the property owner's authority and permission to apply for this permit. Additionally, I UNDERSTAND THAt 1 ARESPONSIRLE FOR ANY FEES OR EXPENSES INCURRED FOR PLAN REVIEW, PERMITS, INSPECTIONS AND OTHER FEES ASSOCIATE TILLS APPLICATION. StaffComments: Application Information , - Approved Disapproved Fees Publk Works 1:- 'I'l l'' 1 Water75 eifv-- , , ,, l'ei /1, 1 e i Light & Power Planning Fire Department Building Setbacks --', Front I Side Rear Plan Review Zoning ' Hazards: Geo Wildfire, Flood Census # County Tax 1 Certificate of Occupancy — Building Official Date Total Received Date Ce54,5 Received By ob Address: Tow of stes A plication for uil er Permit Nu mbe Department of Building Safety 170 MacGregor Avenue P.O. Box 1200 Estes Park, CO 80517 General Information (970) 577-3731* Inspection Line (970) 577-3731 * FAX (970) 586-0249 Lot Size: ,c?, 4 6") IP Block: Subdivision.: ,/) t,/,',$ 7;1(1 0.6i Parcel #: Vo eic) t,r) 3 Owner Name: /e0L-1,4:-/Z 7 '"Ye V6616,6) Address: (/ 9 (Street) Contractor/Applicant: Phone: (L; OS' 6 Y.66, Seit,5 sf a.c ("7) / e fr y (City) (State) Town License #: Phone: 5.6P65 (Zip Code) Address: Street) (City) (State) (Zip Code Approval on non Town entities is the responsibility of the permit applicant. Please obtain the appropriate approval(s) of the following authorities, as advised/highlighted by the Building Official. Each authority will have its own requirements, policies and procedures, and fees which are distinct and separate from Municipal requirements and fees. Permits will not be issued prior to obtaining required approvals. ANITATION DISTRICTS Upper Thompson Sanitation District Estes Park Sanitation 0 New Construction Adding or Vacating Plumbing Fixtures E] Adding Square Footage to Existing Building Footprint 0 Sand/Oil Interceptor / Grease Trap ppr d Date 2. LARIMER COUNTY HEALTH DEPARTMENT Commercial Food / Drink Preparation O Alcohol Sales (On Premise) 0 Day Care ( 6 Or More Children Under Age 18) 0 Septic System Approved Date 3. STATE ELECTRICAL BOARD New Construction with Electrical Addition / Remodel with Electrical 4. STATE ENGINEER 0 Water Well 5. STATE DEPARTMENT OF RE Tax Exempt NUE COMMENTS: n 4 COMMENTS: Rc visa! 3/12/04 „,,„, Re 4, N//) Ned Date ./ Received By ob Address: Town of Estes ark Application for Building Permit Permit Number Department of Building Safety 170 MacGregor Avenue P.O. Box 1200 Estes Park, CO 80517 General Information (970) 577-3731 ° Inspection Line (970) 577-3731 ° FAX (970) 585-0249 P /q.(:i9/ .')A1 0 JT,. Lot Size: 4? spa?, :3/ei Block: Subdivision: b /4- ff3 .00 V / Parcel #: .3 VG /2, - 5/0 — 00,3 / 720 "ea--5236. Owner Name: A:12c' )7.., ie.. 7- 9' t Phone: 1.> Address: (Street) 6,t) Contractor/Applicant: t't (City) (State) Town License #: Phone: ' (Zip Code) j Address: (Street) Residential PmPased /r)(V 4-'e; CI Non -Residential Existing Use: (City) Building Construction L Height: A,. 4, ft. ( Type: ) (Zip New Bullding °Alteration °Addition Occupancy Group: Occupant Load: Number of Units: Fireplace? Y N # T Number Kitchens: Garage (Detached /(Atlachc S 7 4 sf Carport Master Plan Number: Address: sf Number of Stories: Basement (s Fin (Un) Porch Roofed de” A/C sf Number of Bedrooms: Electric Service; Size: ./.20 5 Unfin Deck No Roof sf Fire Suppression System Y h7) Number of Bathrooms; 3/4- 1/2- / Electric: Overhead (Undergrow"—i-)d - Temp Melei 2nd Floor (sf) 1P1-9' 705 Unfin 3rd Floor (sf) ss 3 Unfin Storage sf (Proposed Use: Total Valuations (Labor & Materials) 3/0, O. 6'6 Electrical Subcontractor Plumbing Subcontractor 1 certify this application is true and eorrect and agree to perform the work described according to plans/specificationubmitted, revicwed and approved, and comply with local ordinances. state and federal laws as well as building codes. 1 certify that 1 have the property owner's authority and permission toapply for this permit, Additionally. I UNDERSTAND THA I AMRESPONSIBLE FOR ANY FEES OR EXPENSES INCURRED FOR PLAN REVIEW, PERMITS, INSPECTIONS AND OTHER FEES ASSOCIATE WIT THIS APPLICATION. SiaW 4Cktir,;(.4.,____ Date° . ' Print Name :ir2i 61 ?.,e--7-- .._)/1 c--, *** Office Use Only *** Staff Comments: Application Information Approved Disapproved Fees Public Works Water _. Light & Power Planning Fire Department Building Setbacks Front I Side 1 Rear Plan Review Zoning Hazards: Geo Wildfire Flood Census 0 County Tax Certificate of Occupancy Building Official Date Total _ _ Received Date Received By b Address: r Lot: Block: Owner Name: Department of Build Tow i of Estes ark • eatio i for uils ing er it g Safety 170 MacGregor Avenue P.O. Box 1200 Estes Park, CO 80517 Permit Number _ Generalinforrnation (970) 577-3731* Inspection Line (970) 577-3731 * FAX (970) 586-0249 Subdivision:. 1,1 Lot Size: , Parcel 4: ,,n,vo. -••• Phone: t,„,/og• Address: 1.1 ..k;" • . (Street) • (City) Contractor/Applicant: t„.„4 Town License 4: Phone: (State) 5 3 (Zip Code) Address: (Street) (City) (State) (Zip Code) Approval on non Town entities is the responsibility of the permit applicant. Please obtain the appropriate approval(s) o the following authorities, as advised/highlighted by the Building Official. Each authority will have its own requirements, policies and procedures, and fees which are distinct and separate from Municipal requirements and fees. Permits will not be issued prior to obtaining required approvals. ANITATION DISTRICTS Upper Thompson Sanitation District COMMENTS: aILJ Estes Park Sanitation afilne4 0 New Construction Adding or Vacating Plumbing Fixtures 0 Adding Square Footage to Existing Building Footprint LI Sand/Oil Interceptor / Grease Trap pprwed Date 2. LARIMER COUNTY HEALTH DEPARTMENT 0 Commercial Food / Drink Preparation 0 Alcohol Sales (On Premise) LJ Day Care ( 6 Or More Children Under Age 18) El Septic System Approved Date 3. STATE ELECTRICAL BOARD 0 New Construction with Electrical 0 Addition / Remodel with Electrical 4. STATE ENGINEER Water Well 5. STATE DEPARTMENT OF REVENUE 0 Tax Exempt COMMENTS: Revised 3/ 2/04 Received Date /„/ Town of Estes Park Received By Application for Building Permit Department of Building Safety 170 MacGregorAvenue P.O. Box 1200 Estes Park, CO 80517 General Information (970) 577-3731 Inspection Line (970) 577-3731 • FAX (970)586-0249 Job Address: 0 S Owner Name: To iC 7 "'? Lot Size: ,2 , ‘1, Lot:45 Block: Subdivision: S/ r)ej Parcel #: D / '5,/ 7 0 - Phone: Address: 1'147 e&7. <7.3 (Street) fiE: '6) (City) Contractor/Applicant: 7"» 1 Town License #: Phone: Permit Num (A/er (State) (Zip Cede) Address: (State idendal (Street) 0 Non -Residential (Citz) Ne BuildingCIAlteratio (Zip Code) °Addition Proposed o „ _ ,,, r. fit/' e,'„. t.,t-/ l'a c4 Use: Existing Use: Building ,, Construction Occupancy Ocinipant Height: iI.,., 12 ft, ; ' Type: Group: Load: Number of Number of i Units: Kitchens: / Number of Q Stories: ----) Nurnber o ' . : Number of Bathrooms: Full- — 3/4- I/2- /1' Firer I Lolls? , Y N (y) N of Heat A/C Electric Y 0 Electric size-. „200 Service: # Meters / Electric: Overhead Uiderpound —fe—rriii M — Y N _ Si inch Amps . Garage (Detached / "5 7 ;;?:,sf„,.. B Fin Unfir 0 (Ij 1 9 Untin 2nd Floor (sf) — 14, 709 Unfin ( ..Unfin Carport sf .. „ Porch , Roofed /2- 3) 4:' sf Deck No Roof sf I Storage sf (Proposed Use: Master Plan Number: Address: , Fire Suppression System Y 1(3) . r„, ,, ;,,, Total Valuations (Labor & Materials) -2 $ ._)/f), 0 0:6 Electrical Su DescribeWork/List : ,:._.„ il Plumbing Subcontractor certify this application is true and correct and agree to perform the work described according to plans/specifications submitted, reviewed and approved, and comply with local ordinances, state and federal laws as well as building codes, I certify that 1 have the property owner's authority and permisaion to apply for this permit. Additionally, I UNDERSTAND THAt 1 ARSPONSLBLE FOR ANY FEES OR EXPENSES INCURRED FOR PLAN REVIEW, PERMITS, INSPECTIONS AND OTHER FEES ASSOCIATE THIS APPLICATION. Signature Staff Comments: Date 6 2-7-1) Print Name *** Office Use Only *** Application Information Approved Disapproved Fees Public Works Water Power Fire Department Building Zoning Front I Side Rear Plan Review Hazards: Geo Wildfire. Flood Census # C.onnty Tax Certificate or Occupancy Building Official Date Total Received Date Received By Town of stes ar A licatio for ui ng t Permit Num Department of Building Safety 170 MacGregor Avenue P.O. Box 1200 Estes Park, CO 80517 General_ Information (970) 577-3731! Inspection Line 7(1). 577-3731 * FAX (970) 586-0249 job Address: 2, ,2 o 5. A, ie,./4„..',.;;•' Lot Size: Lot: 314 Block: Subdivision: 1 t„... 4.) )'./. / e.„,/ Parcel #: • c.), Owner Name: 20 43 Address: . (Street) Contractor/Applicant: Address: Phone: (City) , • Town License #: Phone: (State) 5,Pat (Zip Code) (Street) (City) (State) (Zip Code) Approval on non Town entities is the responsibility of the permit applicant. Please obtain the appropriate approval(s) of the following authorities, as advised/highlighted by the Building Official. Each authority will have its own requirements, policies and procedures, and fees which are distinct and separate from Municipal requirements and fees. Permits will not Pe issued prior to obtaining required approvals. I. ANITATION DISTRICTS Upper Thompson Sanitation District 1111 Estes Park Sanitation Ej New Construction ID Adding or Vacating Plumbing Fixtures 0 Adding Square Footage to Existing Building Footprint LJ SanO/Oil Interceptor / Grease Trap IA.,:r•da..- ;-.214-6 ppthved Date 2. L 1 R COUNTY DEALT 1 DEPARTMENT Li Commercial Food / Drink Preparation El Alcohol Sales (On Premise) El Day Care ( 6 Or More Children Under Age 18) El Septic System Approved Date 3. STATE ELECTRICAL BOARD 0 New Construction with Electrical 0 Addition / Remodel with Electrical 4. STATE ENGINEER O Water Well 5. STATE DEPARTMENT OF REVENUE 0 Tax Exempt COMMENTS: OD (tPtiler- .01 COMMENTS: 0 II n of Estes CTI N ark A 1 SS Department of Building Safety 170 MacGregor Avenue P.O. Box 1200 Estes Park, CO 80517 General information and Inspection Line (970) 577-3731 FAX (970) 586-0249 www.estesnet.com/ComDevf OWNER'S SECTION: I am officially requesting my current address, 2205 Arapaho Road be changed to 2214 Arapaho Road. I certify that I am the legal owner of said property. Legal Description: Lot 3A Dill Subdivision Parcel Number: 3401240003 Print Name Robert & Lynn Sauvan Signature Owner's Signature on File Date 12/02/05 OFFICIAL APPROVAL: Effective immediately the current address,2205 Arapaho Road has been officially changed to .2214 Arapaho Road. Reason for change: Incorrect Address. Building Official: Will Birchfield Date 12/02/05 Path: Page 1 of I Revised 12/2/2005 - SA \\Servera\CommDev\Building\ADDRESSES\MASTER FORMS1Address Change Law Office of JOHN G. PHIPPS, P.C. 255 PARK LANE FIRST NATIONAL BANK BLDG SUITE 205 ESTES PARK, COLORADO 80517 TELEPHONE: 970/586-2045 FAX: 970/586-8398 MAILING ADDRESS: POST OFFICE BOX 1569 October 13, 2005 Larimer County Clerk and Recorder P.O. Box 1280 Fort Collins, Colorado 80522 Re: Dill Dear Recorder: Enclosed please find an Easement Agreement,. together with my check in the amount of $16 for the recording fee. Please record this document and return it to .my office. Thank you. Very tru1y,77. ohn G. Phipps EASEMENT AGREEMENT This Agreement, made this /.2 day of (7,5 241e ' Cathy Ann Dill, (Dills), and Grant D. Hamrick & Amy E. Hamrick Sauvan & Lynn M. Sauvan (Sauvans) is as follows: , 2005, by Ricky L. Dill & Hamrick); and Robert L. Dills own Lot 1; Hamricks are purchasing Lot 2A; and Sauvans own Lot 3A, all in Dill Subdivision, Town of Estes Park, County of Larimer, State of Colorado. A common driveway easement is necessary for access to said lots from Arapaho Road, as depicted on the drawing of the lots and the driveway which drawing was recorded in the Larimer County records on January 28, 2005, at Reception Number 2005-0007688, and a copy thereof is attached hereto and incorporated herein by this reference as Exhibit A. In consideration of the mutual promises contained herein, :Dills hereby grant and convey to Harnricks and to Sauvans an .easement for said driveway the part of which is situate on said Lot 1., and Hamricks hereby grant and convey to Dills an easement for said driveway the part of which is situate on said Lot 2A. The parties further agree that said easement area may also be used for the installation and maintenance of underground utilities. Should such utilities be installed, the party doing so shall not destroy or damage any trees and shall restore the surface, .including grade, vegetation and the driveway to the same condition that existed prior to the installation; and unless otherwise agreed, in writing, by the parties at the time, the utilities shall be maintained at the sole expense of the party who installed the same. These access and utility easements shall be exclusive for the use by these three lots, and may not be used by anyone to serve any other property. Furthermore, the parties agree that the lots will be used for single family purposes. No fencing, barriers, buildings or structures shall be placed in the easement area, without the prior written agreement of the parties to the contrary. The parties shall share, equally, in the expenses of maintenance of the shared driveway and snow removal therefrom, with any contractors and expenses attendant thereto agreed upon by the parties, in advance. For this purpose, if the owners of all three lots cannot so agree, then the decision of the owners of two of the lots shall be binding. The parties further agree and acknowledge that this easement will be used to serve their lots described herein, only, and that said easement may not be expanded by any of them to serve any other property whatsoever. Furthermore, the parties agree that this easement shall be used to serve only one single-family dwelling on each lot, together with any secondary buildings such as garages, barns and guest cabins if allowed by applicable law. This Easement Agreement shall be binding upon the parties hereto, their heirs, devisees, personal representatives, beneficiaries, successors in title and assigns; and shall run with the lands described as said Lots 1, 2A and 3A of said Dill Subdivision. Owners of Lot I Ricky 11 Cathy STATE OF COLORADO,) COUNTY OF LARIMER.) The foregoing instrument was acknowledged before me this day of 2005, by Ricky Lee Dill and Cathy Ann Dill. Witness my hand and official seal, My commission expires: L7_-2? Owners of Lot 2A STATE OF c2XCe "L)0 ,) )ss. COUNTY OFOlk •) The foregoing instrument was acknowledged before me this day of 2005, by Grant D. Hamrick and Amy E. Hamrick. Witness my hand and offici. se 1. My commission expires: Owners ofLot 3A er- 2 STATE OF COLORADO,) )ss COUNTY OF LARIMER. The foregoing instrument was acknowledged before me this 7.7 day of 2005, by Robert L. Sauvan and Lynn M. Sauvan. Witness my hand and official seal. My commission expires: V I Ell EDO STERUNG COMPONENT SYSTE S SA VA RESIDE CE 2214 AUAHH.IE RD. 50-002360 WOOD ROOF TRUSSES SEALED ENGINEERED DRAWINGS 11 III .01 uva Estes Park, CO January 30, 2006 Twitgirrly.,,r/4 / IIMIzz<„',,Z.A.Nraoil, 4logrwoquipolgy ' "iii#4411'6`0,40:) 00444, ji61 corporate Office— 9101 FrE] n5treet, S te 315 Westminster, CO 80031 ° (303) 427-966-'1 fax (303) 427-4326 Production Facility 626 South 11th Avenue Steling,CO 80751 (970) 522-2464 fax (970) 522-7632 Town of Estes Park Community .Development P . 0 . Box 1200 Estes Park, CC") 80517 970-577-3726 Plan Analysis Beam. Calculator Identification: 2214 Arapaho Road,. Date: May 3, 20(6 Note: Based on top edge having continuous laterar Increase in allowable for duration of load. = 0 % BENDING. = 63.% of the. allowable ALLOWED = 321267.8 inch/lbs ACTUAL = 202500. inch/lbs Bending OK SHEAR - No increase ALLOWED, = 11845.3 pounds ACTUAL = 3906.3 pounds Shear OK Reaction LL =3600. lbs, DL =900. ibs TL =4500. lbs/ Min. =1.5 in support. DEFLECTION L/180 = I. inches L/240 = .75 inches L/360 = .5 inches L/480 = .375 inches ACTUAL Total Load. Detl. = .491 in. = 0/367 Live Load Defl. = .3928 in. = LI458 Deflection. OK (floor or roof) LL= 480 pif DL= 120 plf 3-1 3/4 x 11 7/8 1.9E Microllam 15 Feet Reaction LL =3600. lbs DL lbs TL =4500. lbs Min. =1.5 in Town of Estes Park. Community Development P.O. Box 1200 Estes Park, CO 80517 970-577-3726 Plan Analysis Beam Calculator Identification: 2214 Arapaho Road Date: May 3, 2006 Note: Based on top edge having. continuous lateral Increase in allowable for duration of BENDING = 30.9% of the allowable ALLOWED. = 214178 5 inch/lbs ACTUAL = 66150. inch/lbs Bending. OK SHEAR - No increase. ALLOWED = 7896.9 pounds ACTUAL. = 1352.3 pounds. Shear OK Reaction LL =1260. DL =315. lbs TL =1575. lbs, Min. =1.5 in' load = 0 % support. DEFLECTION L/180 = .9333 inches L/240 = .7 inches L/360 = .4667 inches L/480 = .35 inches ACTUAL Total Load Defl. = .2096 in. = L/802 Live Load. Detl. = .1677 in. = L/1002 Deflection OK (floor or roof) LL,= 180 pif DL= 45 pif 2-1 3/4 x 11 7/8 1.9E Microllam 14 Feet Reaction LL =1260. lbs DL =315. ibs TL =1575. lbs Min. =1.5 in OAT/3. (32115,106 PAGE: Delivery Shiplist 0 0 Sterling Component Systems ElPt PCICOI a82. 4.27422E REQ. QUOTE DATE ORDER DATE' DI /26/06 DELIVERY DATE 02/23/06 DATE OF INVOICE ORDERED BY ORDER # 50-002360 QUOTE # B0600071 CUSTOMER ACCT # 000000776 CUSTOMER PO # 4-022854 SUPERINTENDENT JOBSITE PHONE # Bob Sauvan Estes Park, CO 2214 Arapahoe Rd. Estes Park, CO 80517 ob INVOICE # TERMS SALES REP SALES AREA Greg Skellon Estes Park Lumber JOB NAME: Sauvan Resdence MODEL: TAG: ELIVERY INSTRUCTIONS: LOT # SUBDIV:Arapahoe Estates JOB CATEGORY: ROOF SPECIAL INSTRUCTIONS. BY DATE BUILDING DEPARTMENT OVERHANG INF END CUT PLUMB ROOF TRUSSES LOADING PROFILE 2 ploy QTY PITCH HEEL HEIGHT 00-07-00 GABLE STUDS 0 IN OC -rucTODt,EICLLBCD1. STRESS NCR INFORMATION 400,100,00,10.0 1.15 PLY T OP I 130 T TYPE BASE ID SPAN MONO 12 600 0.00 Al MONO OIA SPAN LUMBER TOP I RO1 REQ. LAYOUTS :SALESMAN 3 REQ. ENGINEERING NONE QUOTE LAYOUT KAI 01/30/06 KAI 0100/06, CUTTING KAI 01/30/06 ROOF TRUSS SPACING:24 0 IN 0 C (TYP ) OVERHANG LEFT I RIGHT 07-11-08 07-11-08 2 X 6 2 X 4 01-06-00 3 6 00 0.00 A2 06-11-08 06-11-08 2 X 6 2 X 4 01-06-00 DROP TC GA, 6.00 0.00 81 24-02-00 24-02-00 2 X 4 2 X 4 01-06-00 01-06-00 FAN 4 6.00 0.00 B2 24-02-00 24-02-00 2 X 4 2 X 4 01-06-00 01-06-00 SPECIAL. 76.00 0.00 83 24-02-00 23-06-08 2 X 4 2 X 4 01-06-00 DROP TC GA 6.00 000 84 23-06-08 23-06-08 2 X 4 2 X 4 01-06-00 DROP TC GA 6.00 0.00 D1 20-06-08 20-08-08 2 X 4 2 X 4 01.06-00 SPECIAL. 6.00 0.00 02 20-08-08 20-08-08 2 X 4 2 X 4 01-06-00 GABLE 6 00 0.00 D3 34-02-08 34-02-08 2 X 4 2 X 4 01-06-00 SPECIAL 10 6 00 0.00 D4 34-02-08 34-02-00 2' X 6 2 X 4 01-06-00 DROP TO GA 1 6.00, 0.00 El 13-0,2-00 13-02-00 2 X 4 2 X 4 01-06-00 01-06-00 FINK 600. 0.00 E2 26-04-00 26-04-00 2 X 4 2 X 4 01-0600 01-06-00 GIRDER 6.00 0.00 E3GT 26-04-00 26-04-00 2 X 4 2 X 10 DROP TC GA 2 6.00 0.00 F1 28-06-00 28-06-00 2 X 4 2 X 4 01-06-00 01-06-00 DOUBLE FIN 2 6.00 0.00 02 28-06-00 28-06-00 2 X 6 2 X 4 01-06-00 01-06-00 SPECIAL 3 6.00 0.00 F2A 28-06-00 28-06-00 2 X 6 2 X 4 011-06-00 DOUBLE FIN 2 6.00 0.00 03 28-06-00 28-06-00 2 X 4 2 X 4 01-06-00 01-06-00 SPECIAL 7 6,00 0.00 F 3A 28-06-00 28-04-08 2 X 4 2 X 4 01-06-00 DROP TC GA 6.00 0.00 01 06-10-08 06-10-08 2 X 4 2 X 4 01-06-00 01-06-00 CANTILEVER LEFT I RIGHT STUB LEFT 1 RIGHT 00-07-08 00-01-08 DA'rE 02/15/06 -•AGE 2 Delivery Shiplist L 0 Sterling Component Systems '1111V1,011 IILIY15.01ao St Sucte 111115 1,61,y,L,c000,,,o5 CO 51014511 11100-1279561 E,Lx 303 4,27 4370 ob Sauvan Estes Park, CO REQ. QUOTE DATE ORDER DATE 01/26/06 DELIVERY DATE 02/23/06 / DATE OF INVOICE ORDERED BY SUPERINTENDENT Bo JOBSITE PHONE ORDER # 50-002360 TERMS SALES REP Greg Skeliton 4-022854 INVOICE # QUOTE # 30600071 CUSTOMER ACCT # 000000776 CUSTOMER PO # SALES AREA Estes Park Lumber JOB NAME:Sauvan Residence MODEL: TAG: LOT # SUBDIV:Arapahoe Estates JOB CATEGORY:ROOF 2214 Arapahoe Rd. Estes Park, CO 80517 BUILDING DEPARTMENT DELIVERY INSTRUCflONS: SPECIAL INSTRUCTIONS: OVERHANG INFO END UT RETURN PLUME/ ROOF TRUSSES LOADING INFORMATION PROFILE ITEMS ,QTY PLY PITCH TOP I BOT _ TYPE HEEL HEIGHT -07-00 GABLE STUDS OIN.00 TCLT-ICOLBCTL-BSDL STRESS INCR 40 0 10 0 0 0 10 0 1 .15 BASE SPAN 0/A SPAN LUMBER DP I 130T GABLE 6 00 0 00 G2GT 18-10-08 18-10-08 2 X 4 2 X 10 REQ. LAYOUTS SAL EISMAN REQ. ENGINEERING NONE QUOTE LAYOUT CUTTING ROOF TRUSS SPACING:24.0 IN. 0.C. (TYP.) OVERHANG LEFT 1 RIGHT CANTILEVER LEFT I RXGHT STUB LEFT I RIGHT" BY DATE KAI 01/30/06 KAI 1/3' KAI 01/30/06 QTY ITEM TYPE 80 Holddowns 25 Truss to Truss 8 Holddowns 110 Holddowns 4 Holddowns 15 Truss to 'Truss SIZE MPA1 MSH29 MTVV12 RI 7 SBP4 TF1D26 LENGTH IFT-IN- 6 PART NUMBER NOTES THE ABOVE LISTED ITEMS HAVE BEEN RECEIVED IIN GOOD CONDMON. (EXCEPTIONS NOTED) RIECEIIVED BY: DATE: THANK YOU FOR YOUR BUSINESS. unii0111111,44, ryryp., Re: 50-002360 IMiTek Ind 1J, Si. ries, .7777 GREENBACK 1....ANE SUITE 109 (TRUS HEIGHTS 0 95610 USA FAX (916) 626 190C 'TELEPHONE (936) 676 1900 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Sterling Lumber & Investment. Pages or sheets covered by this seal: R20041651 thru R20041670 My license renewal date for the state of Colorado is May 31, 2006. February 9,2006 Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Re: 50-002360 MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Tel'ephone 916/676-1900 Fax 9116/676-19091 The truss drawing(s) referenced below have been prepared .by !M Frek Industries, Inc. under my direct .supervision based on tile parameters provided by Sterling Lumber & Investment. Pages or sheets covered by this seal: R20053435 thru R20053439 My license renewal date for the state of Colorado is May 31, 2006. February 9,2006 Yu, Ray 'File seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown, The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSUTPI-2002 Chapter 2, Jola 0.002160 Tress 51 TriisTiiT Type ROOF.. 'TRUSS Shuman Resdence 7q.106416rA Ste:ding Componern Systons„ &Shang, 0,10 80751 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 1 1), 7-11-8 7-11.8 7-11-8 7-11-8 Joh Reference (optionall 6 100 s J0113 2005 s, r- ouo Inc Wed Feb 0(3 116 52 27 2008 Psgs 1 5,00 MI120 II x4 M1120= 6 5 4 2x.4 MI120 II Scale ix 1,25.1) 0,7 SPACING 2-0-0 CSI DEFL in (loc) l/de6 Ud Plates Increase 1.15 TC 0.41 Vert(LL) .0 14 2-5 >646 360 Lumber Increase 1.15 BC 0 37 Vert(TL) -0.34 2-5 >259 240 Rep Stress Incr YES WB 0 00 Horz(TL) 0 02 6 n/a n/a Code IRC2003/7P12002 (Matrix) LUMBER TOP CHORD 2 X 6 SPE 1650F 1.5E BOT CHORD 2 X 4 SPF 2100F 1,8E WEBS 2 X 4 SPF- 1650F 1.5E OTHERS 2 X 4 SPE 1650F 1.5E REACTIONS (lb/size) 2=625/0-3-8, 6=448/Mechanical Max Herz 2=241(load case 4) Max Uplift2=-206(load case 5), 6=-128(Boad case 5) FORCES (lb) - Maximum Compression/Maximum Tension 'TOP CHORD 1-2=0/97, 2-3=-271/83, 5-6=0/166, 3-6=-360/176 BOT CHORD 2-5=-74/101, 4-5=0/0 PLATES GRIP MIB20 197/144 Weight: 36 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly appiied or 10-041 oc bracing. NOTES 1) WindASCE 7-02; 105mph, h=22ft; TCDL=6.0psf, BCDL=6 Opsf, Category 1 Exp C; enclosed; MO/FRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL=1 33 plate grip DOL=1 33. 2) TOLL ASCE 7.02; P(=40 0 psf (flat roof snow); Category 1, Exp C; Fully Exp ; CI= 1 3) This truss has been designed for greater of min root live load of 18.0 pot or 2.00 limes flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10 0 psf bottom chord live toad rioncoricurrent with any other live loads. 5) Refer ¢o girder(s) for truss to truss connections. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502,11,1 and R802.10.2 and referenced standard ANSI/7PB 1 LOAD CASE(S) Standard February 9,2006 NI II 1111111% MSS MN k MI MEE MS I ANNINEWA MENNEffifintriStff 1d71,,EindifVfi derefe essieser eiceesurcris ell' HEAD NOTES ON TiliiLES REVERSiiii SALM REFORM Design valid far USe iy4h Milek connectors Inds design is based ony spar parameters shown„ brig is for an individual Ouiraing rsompopent. ApptiC;SSLisiNty of besigrii dorarneters and proper incorporation or e omponent is reseorssibrility of building designer - rot tress deggner Bracing shown is for iaferld SUppiSilt 7 1 1 web Mernbees. dile. Additional ternpic,TOT 7) bracing to insure stables, during constriction is the resosinetigns of tee erector. Additional 1i:serif's:mien! br5Ciii19 cif the overall striJCIsire is the reSpenSitiiity the bisikfrig drrisigner For general! guirrianee regarding rateisation, docility control, starage, delivery, eren ken and bracing, consult Qualify Criteria, 058-89 and 8C,511. 81...h5ding Component Sorelyrnrormatan available 7ram 74USS 7 nsfillute, 583 D' Onager, 7rive, Medisur „idir 537•14 i 7777 Greenback Lane Sdhe 0109 Chnni Hehrhs7 1.561c ram ewe45 04 1 PLATE LOCATION AND ORIENTATION • • • a 4'•''.• (.1.) 1,,, . C. "5 E 0 0 9. ,?? 6 -3 (1• ;L:),, 42. 6 70 .c)? 70 cD Y.-. 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E: i',/i -1 - 'EJOi-90 dal 0))) , • ,,f%'•) - GbIOHO dal), .45 Mr) (0 ()) 0 OE 0 CI 01 r 1)) C3 CN C3 a) (7:: .0 4z- (1) 0 (,) -0 u 0 0 > tro -(77) b 0 W 0 -0 1 g2 c IDO.J0 DO c :D t 6 u _9 Z5 0 E 4/4 rr,,r) („) z z ›- < -4 4- -A4/4 ,r), oc Z tat W W W cc cr) cc, Z 0 va 1±1 cx. Z 0 0 c" 3: < Z ar, ID ARE IDENTIFIED BY END JOINT X CONNECTOR PLATE CODE APPROVALS 0 ID f""), u y(1) 11A7 Ca' ((f> ("6 ,C 31(1 Job - -Miss TRISS Type Ply aty Sauvito Residecce R2004162 50-002360 A2 R000 TRUSS Saiihmt Component Systems, Starting, CO 30757 LOADING (psi) TCILL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL. 10.0 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF 1650F 1.5E OTHERS 2774 SPF 1650F 1.5E 6-11-8 1-6-0 6-11-8 6.001717 3x4 MI12604 h— 6-118 8-11-8 SPACING 2-0-0 Plates Increase 1,15 Lumber increase 1.15 Rep Stress 'nor YES Code IRC2003/TP12.002 REACTIONS (lb/size) 2=568/0-3-8, 6=385/Mechanical Max Horz 2.213(load case 4) Max Up1412=-'196(load case 5), 6.-107(load case 5) FORCES (Ib) - Maximum, Compression/Maximum Tension TOP CHORD 1-2=0/97, 2-3.-232/77, 5-6.0/146, 3-6.-307/149 BOT CHORD 2-5=-63/81, 4-5.00 cSI TC 0.29 BC 0.35 WB 0.00 (Matrix) Job Reference(pplionaiii 6 200 5 Jul 13 2005"kliteK1musaie5, Inc Wea lob 08 15;52:272006 Page 1 6x8 MP20 5 4 2x4 M1120 II DEFL in (0oc) Wdefl Vert(LL) -0 09 2-5 >836 Vert(TL) -0.23 2-5 >335 Horz(TL) 0.01 6 Na BRACING TOP CHORD BOT CHORD Ud 360 240 0/8 1n4r.1112013 PLATES GRIP MI120 Weight: 32 lb 197/144 Sdee Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES 1) Wind; ASCE 7-02;105mph,11.22t1, TCDL.6,0psf; BCDL=6„Opsf; Category II, Exp C; enclosed; MW FRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TOLL.: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp C; Fully Exp,; Ct. 1 3) This truss has been designed for greater of min roof live load of. 18.0 psf or 2 00 times flat roof load of 40.0; psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) Refer to girder(s) for truss to truss connections. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802,10.2 and referenced standard ANS in -pi 1. LOAD CASE(S) Standard 15I ME MS I NE 5 UM I 111 5111 '11 15/111114551 551 a WARN G 'V e rify d kwq par um e e vs nd RE.4.0 IT; S ON NM'S ANON AUENERS Sff UEFOR UST Design valid. for use only' MiTeiii connectors. Pria design is based orgy open porpriseters shown, and is for an en:lief dUai component. Appricabirihr of design pa/ c1met6ns and proper itersisf polo:non cif component is responsibility of Melding designer - not tees designer Staffing shown Is for isberat se:poor-I ot individual web imerobees only, Additionod Tempos:ay bracing to insure stabrii1v rier inifs consIi fior, i$ responsibliity of the feent0f, Arslidificiresi pisernonent bracing frif7 0osefoil shuoioie Is the iespongibigte of The bitiIiiIng designer 4IIcx ge7 1 guidance region:Kg fabrication, quality control, Marage. deSivery, erection fisnd bracing, cohabit ANSliiPil QuaiN Criteria 058-89 and BCSII Building Component Safety Information savolIcrale from Truss 17 1,77 73,733 D'Onofeo 7.3rige, Madison. 33I 53719. February 9,2006 111111111111111111555251511BUI ;;"'" 7777 Greenback: time Suile 0109 • Cacss Heights., Co 95611) Woommoroxxo ,„ , 14 p 5 0 cki (L O ° ,,,,. E,,, E (.) 5 95 T. '''''' o, 3).3 ,,,,,,„ :3.," 1E: — ..5. 1- O 01) '''-'''' "''''' „6 ..2::: cao). ,i'44S 17) 6 , 0, ..,-. ILL :4..2 0 '5:ii 0, 0 c 9D ';:i?„ ....„ ELE: P EE: 2 0 .,,,.. -55 < 0 g.) 0 35, 44 F15 (') 0 44 41) GP, C44, CD 0 0 4"0 (C) LOCATION AND ORIENTATION y47, 444 (JHow) dal_ 0E10E10 cfC 14 ) 17 0 o 4 LC) 10 C.) 04 141 EC 0 I4.1 I. ...▪ . Cc t." 4: , Na (5) '$ W 0 Xo IS o w 0— Z Z W r 0 (3 a) 0 Z ,,. b -•'' cl ..... ...i u, xi < en QC 2 n MiTek 20/20 -=„, ig g -0 0 c a 0 t 15 U LLA 2 N4 X 3 ui CONNECTOR PLATE COD (cr 02 0 0, ,0 4. :4') CD CY, (0> 0" 5 Lc:" 0, <1.4 0") LC) cf.), 0 (0 co0 0(24 (.) (13 , cr.) (3( :3 -65 /3 cr, (2' 1: <I, (0 ‘I" C.) (g) Feb -Truss .50-002350 131 nUSS 'Type DRDP ClTY STUVall Residence R2004155) Sterm.R Component Systems, S erew CO 50751 -1-6-0 12-1-0 12-1-0 Plate Offsets 120-1-12,0:0-11.110,0-2-0 Edge_1115:0-1-12,0-2-15] LOADING (psf) TOLL 40,0 (Roof Snow=40.0) TCDL 10.0 BCLL 0,0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1 5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF 1650F 1.5E OTHERS 2 X 4 SPF 1650E 1,5E SPACING 2-0-0 CSI Plates Increase 1,15 TC 0 43 Lumber Increase 1.15 BC 0.08 Rep Stress lncr NO WB 0.10 Code MRC20031TP(2002 (Matrix) 9 3x4 14 20 10 11 Jot, Reference (Rptional) 040:0 s ,rer Its 2:006-o-drirek pastries, uric. Wed Fee 05 11652 28 20155 Pa0e1 13 24-20 25-8-4" 12.10 164 27 26 25 24 23 22 3x4 MI120= 24-2-0 24-2-0 DEFL in (too) lidefl Vert(LL) -0.03 19 n/r Vert(TL) .0,03 19 n/r Horz(TL) 0.00 18 rtra Ud 120 90 nia 14 15 412 MII201'1 Scale 114".1° PLATES GRIP MI120 197/144 Weight 113 lb BRACING TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 2=302/24-2-0, 18=302/24-2-0, 27=155/24-2-0, 20=172/24-2-0, 21=245/24-2-0, 22.239/24-2-0, 23=239/24-2-0, 24=248/24-2-0, 32=172/24-2-0, 31=245/24-2-0, 30.239/24-2-0, 29=239/24-2-0, 28=248/24-2-0, 26=155/24-21) Max Horz 2=-105(load case 5) Max Uplift2=-55(load case 7), 18=-108(load case 8), 20=-69(load case '11), 21=-91(load case 6), 22=-89(load case 8), 23=-91(toad case 8), 24=-62(loact case 8),, 32=-69(load case 11), 31=-90(load case 7), 30=-90(load case 7), 29=-91(10ad case 7), 26=-61(load case 7) Max Gray 2.454(load case 2), 18=454(load case 3), 27=226(load case 2), 20=242(load case 3), 21=355(1oad case 3), 22=345(load case 3), 23.344(load case 3), 24=365(load case 3), 32=242(load case 2), 31=355(lo3d case 2), 30=345(load case 2), 29=344(load case 2), 28=365(load case 2), 26=226(load case 3) FORCES (lb) 10P CHORD 1301 CHORD WEBS Maximum Compression/Maximum Tension 1-2=0/43, 2-3=-132/54, 3-4=-86/47, 4-5=-84/64, 5-6=-74/80, 6-7=-74/1'l8, 7-33=-72/156, 8-33=-1/161, 8-9=-80/205, 9-10=-32/183, 10-11=-32/182, 11-12=-80/206, 12-34=-1/157, 13-34=-721151, 13-14=-74/95, 14-154-74/64; 15.16=-34/21, 16-17=-47/7, 17-18=-111/40, 18-19=0/43 2.32=-7/134, 31-32=-7/134, 30-31=-7/134, 29-30=-7/134, 28-29=-7/134, 27-28=-7/134, 26-27=-7/134, 25-26=-7/134, 24-25=-7/134, 23-24=.7/134, 22.23=-"7/134, 21-22=-7/134, 20-21=-7/134, 18-20=-7/134 9-27=-200/0, 17-20=-231/92, 15-21=-308/113, 14-22=-307/114, 13-23=-304/115, 12-24=-323/87, 3-32=-231/97, 5-31=-308(112, 6-30=-307(114, 7-29=-304/115, 8-28=-323/86, 11-26=-200/0 NOTES I) Wind ASCE 7-02, 105mp6,11=2211, TCDL=6.0psf; BCDL=6.0psf, Category lh Exp C; enclosed, MWERS gable end zone; cantilever left and right exposed end vertical left and right exposed, Lumber DOL=1,33 plate gnp DOL=1,33 2) Truss designed for wind loads in the plane at the truss only For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TOLLASCE 7-02; Pf=40.0 psf (flat roof snow), Category II, Exp C, Fully Exp ; Ct 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof toad of 40 0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurront with any other live roads 7) All plates are 2x4 M1120 unless otherwise indicated 8) Gable requires continuous bottom chord bearing Continued on page 2 IN NOR IN 111111111611 NM 111111 wA.Fuviivt.; desfen 1555.551 MOTTOS WINN READ NOTES ON FMCS A„VEP REVERS.E 11.E.FORE: LSE Design vadd for use only with Mit edit contrecrost This design [5 based only upon c arnrsciceters shown, ritner is tor on ineibletuar building cornerronent. Apridrcabilrty red etedign perapirmefers endpaper incorporation of combocernt is responsibility of building designers cot Russ designer Bracing stineiin i5 fee !oterol support of indiviiripar wec members only Addirtionat temporary bracing to insure stabdrily during C[55[55S1fuCtiO1 the resporgicilay of Mu ereartif, ritertnartent DTOCOINg of terev overall erfuedure is the resetonsrbility of the 101 22eseti de:Ric:pet For genesicAl gstetIonce tetgorclthg tabrrcertion, quality control, storage, delivery. erection and bracing. consitit ANSI/Wet Quarrty Cid:arra, DS8-89 and SC341 Buildng Component Safety Intermolion avaingnie from '011ss 0late Institute, 58,3 Di:Rs:odic Drive, Naafi/son, Wi 03719 February 9,2006: IN MINSIMINIFY "" . 7777 Greenback Lane Suite #109 Cirrus Heights, Ca driteRC T Ott 0 17 6) 12 13 '&11' 11 6 )1 o c;1> 1▪ 7 17 11 0 1 0 • .6 p 6 66 '16 z E (5 2' 5 (5 b 0 0 b • 0 a ,E)-1 0 1'0 721 110 („2, 0 C C 1•EC. 77 0 (9 7) 0). 0 12 (.1.) O • E 63) LT 0 (b• cc) ai 31 • • HOH alai (a) cr: 0 77 13 PLATE LOCATION AND ORIENTATION '63 )7) 13 Tr) 7) 0 .0 012 „. (15 c c c.) C-.) c (0 0 0 < 5 Cil301-40 (301 .5 6 ,..... :10 E o sa ,c, "'""' 41) E 0 7 1,:!2 )! .7% )';.,,.? 7 T"). ,.,7 0. "F.). 3313 c co 0 a c: 0 62 o re-,' c 11?.,.) „„ 0 )- ,-, ..,,:,, 6. a) 6 ;?? f,.) 11,-.3 T.), , 0 31 5 6 1"; p ,!, 2.5; ,1 :`: :: 0 : , , c1-, ' 8 t P :) ' :::: Za G 4- ,.^2 _, i.,,, 06 C 6 1? 766 D1 6) o b 5 ?a 62 L?, 11 V?, o 0 0 6 - u a c 6 6. 0 o E3 6.?„ aaa 1' .aJ IDENTIFIED BY END JOINT w rw.1 0, 10 CONNECTOR PLATE CODE b 0 13 6.) 0 a.)17 6. 7:71' 0 p17) 1. c b 0 c 7) 6- c - 62 a), 13 0) CO' 77 C) "6 6 4.. > b 775` -C. " r 0 (7 c110 co 0 cr:111i)..) • w C) C.) CNI (77 13)) t :2 „.? 0 a ?ac (6. o c 6.; .1 (?) E 66 6 9" 15 (.2 613 .) "(-6 a? -> 1-2 Lo - t t5 b 4,1; 43 r) u-> 0 1. a C. 0 C e. 0 0 (2) t39 Cl 8 (1). C, E 0 ,±) c 5 0 (0)o - (1) (2). L (1) 0 ,c).! ,g) p 7' (T• .766 "1- c u tri 773.1 60. Z 1)7) 41, 1111 Truss 50-002360 81 Sterling Coirporient Systems, Sterling, CO 80751 TirdesSiTirie CRC P TO GABLE a3t fY1SdL1RP.O5IOe 521mm-1653 Job Reference (cylicing D.S180 s Jal 13 200S 57101 neastries, ins Wed Feta 78 A 52 25 2008 Page 2 NOTES 9) Gable studs spaced at 2-0-0 oc. 10) This truss us designed in accordance with the 2003 International Residential Code sections R502 11 1 and R802 10.2 and micron ed standard ANSI/TPI 1. LOAD CASE(S) Standard IBUIVINISRMI 120111000121119 BORMANINS N V% IMO elegilffle INN , , 4 WARMING - Very;y, rdes*on. mme rs and REM.) NOTES ON THIS AND REVERSE SIDE BE FORE Design valid for use only with Mt fed connectors. 'This design is based only upon parameters shown, stind is to an indwiatAlli component Applicability of design parameters and proper incorporation of component is responsibiiity at buliding designer not tirirss designer. Bracing shown i3 for Isderol support of indlyidual web members only. ,Addittonall temporary bracing to insure stability duand vionsiftiOart is the resberstbillity at the erecilfsr. Additional perrnanent bracing of the overall .structure Is the responsibility of the building designer. For general guidance regarding fabricaton, quality control, storage, delivery, erection ond bracingonsub ANSI/TPII 1 Quality Criteria, 058-89 and BESit Budding Component Safety intoimahi00000 lobe from Truss Rote institute, 320 DiOnofrio 00 Madison,i'M 5371'9, 7777 Greenback Lane 'saw woe Suite WM Citrus Heights, Eta 95610 (15 -6 0 r.,. C1 0 0 Q. ec(53) 45 ..,:c ,3,,, '8 r) c) :" L.. IC ak 7..) c'A c2,,.., irs. 0 tfi O d) c '.fi. b ;2.; i'.';'''' 1..) O .... >, c.c.' 6 .2 iT, ,..,,..:,,, . 1.1) •0 „g, :3 57.?" 4, ,c.- b n3.1'3 '60 iE,?.13), . [3i,,•33.) 0 6 :c7c,:i .,.. 0 0 0 7.5 ,--:.; 3c. ''9"2 0 0 0,. :„L TI,'„',) ,., ..(i.5) ,(1), S 0) ,,p„ ,,,,,: (,) 0 2 f: ....i.5, (ir,),I,?5 ..,,,)? co, p -•.6 b 0 0 0 — ;8 ,,8) „„:! 0 11 "C) ..),.. 0 (i.,1,,, '''! 7-3:7'}' D .Pc1 73 1g f.3 0 •6 ',33 r-.33 I '8.., 8 S.: c F, t 0 f8 ;8: 3r31 33, 2 ,. b o., La. 0 "C) .., 15 ill 7:(.1;;,:,' ...,.: ''.. ,..., ,...OD 6 O 0 6 C: cc Z .0 6 9 6 q - 'jC,'.' 1 !„ .) „:. (D' E .q 42 TR 6 V 'T" 1' L3...1...„:,,r F.5. 6 0 a.), 0 '0 "T C c 9, ,'.i.'E (0 fc: -'."' 1,8 f? "Q"3i c-c t 'S ,s,',•:-.:E.i s ',..Ci CY) — CD E cb q) h cc 0 r.,2 4:'..;' '..^',. 18 (3) y c J. ..1,.?) 5 7, ui' a Li OH 0 el ( Ell („7)H dcJ ,.(2. 0 sT. 6 E. 0 L.- W • Z w LLI r < a' 0 Z < • cr 0 W W n: • 0.— .( z Z 5 Cr iw —7 4; z 0 f-- w 4.1.1 LL, r z o (.0 02 7C, Z CONNECTOR PLATE CODE APPROVALS T.) -0 scA. 11 11 (I) = 0 C.) "0 0 0 15 EE aY 7.5 'cc) Cj '0 5 1 0 0 4): c.:.; ""-- 0 ri 0 15.. "c.'5 ccc) , ,, , .„..., p? ) 0 ,.„,,,..; 4). .,.,,, (.1) Q, ,(5'). 0 ..:CCj. (1). Op 5' 41 :IC OD "0 2.7. 1 <",;.. ciS Job Truss 50-002360 52 iFuss7y-pe ROOF TRUSS Gty Ply 4 Sider/de Residence 520041654 Sterling Componest Systems, Sterling, CO 8075-1 1-6-0 5-4-0 4x4 MI120-2 6x8 MI120 10 4x4 MiI20 ti10, 8-2-1 12 2-10 6-90 4x6 M1020=" 48 MI020= 5 15-11-15 Job Referenc.e (optienz±IL 6 200 s Jul 13 20055)lTek Industries, Inc Wert F ehi 06 16:52:26 2006 Patirte /8-10-0 24-2-0 10•••25430 6-9-0 64-0 18-0 11 10 3x4 MI120= 4x6 M11.20-= 8-2-1 7-9.15 _plate Offsets pc,y112:0-5-14,Edgei, J8:!0:5:14„EdieL.,=====,_ LOADING (psf) SPACING 2-0-0 TCLL 40 0 Plates Increase 1 15 (Roof Snow=40.0) Lumber Increase 1 15 TCDL 10,0 Rep Stress Incr YES BCLL 0 0 Code IRC2003/TP12002 BCOL 10.0 CSI TC 0.90 BC 0.62 WB 0.16 (Matr(x) LUMBER TOP CHORD 2 X 4 SPF 1650F 1 5E BOT CHORD 2 X 4 SPF 1650F 1 5E WEBS 2 X 4 SPF 1650F 1 5E SLIDER Left 2 X 6 SPF 1650F 1 5E 3-4-1, Right 2 X 6 SPF 1650F 1.5E 3-4-1 REACTIONS (lb/size) 2=1600/0-5-8, 8=1600/0-5-8 Max Horz2=111(load case 6) Max Uplift2=-390(load case 7), 8=-390(load case 8) Max Gray 2=1928(load case 2), 8=1928(load case 3) FORCES (1b) TOP CHORD BOT CHORD WEBS DEFL in (loe) Vert(LL) -0.12 10 12 Vert(TL) -0.27 10-12 Horz(TL) ,0.07 8 BRACING TOP CHORD BOT CHORD 1/dell >999 >999 n/a LJd 360 240 nia 24-2-1) 8-2-1 6x8 MI120 4x4 M11,20,-"zh PLATES MII20 Weight, 101 lb scare r= 152.6 GRIP 197/144 Structural wood sheathing ,directly applied or 1-7-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing Maximum Compression/Maximum Tension 1.2=0/43, 2-3R-2640/439, 3-4=-2324(470, 4-13=-2083/411, 5-13=-1810/431, 5-14=-1810/431, 6-14=-2083/411, 6-7=-2323/470, 7-8=-2639/439, 8-9=0/43 2-12=-375/2153, 11-12=-124/1384, 10-11=-12411384, 8-10=-278/2153 4-12=-741/276, 5-12=-123/813,, 5-10=-123/813, ,6-10=-741/276 NOTES 1) Wind. ASCE 7-02; 105mph; h=22ft; TCDL=6.0psf; BCDL=6.0psf, Category II; Exp C, enclosed; MWFRS gable end zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=-1,33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category ll; Exp C, Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 40 ,0 psf on overhangs non -concurrent with other live toads 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss is designed in accordance with the 2003 international Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1, LOAD CASE(S) Standard IBM NM • 11111111 1111111111111111 16101111 0 IF d 4 WIRIVENCi0 WE'VE des parom Oslo REARD NOTER, ON TEEM AND REVERSE ,SBri,,E; BEFORE Design valid far use oniy with MiTek connectors. This design is based only upon parameters shown, and rs 'tor an indlvidual buirding camponerd, Appricabilly rrril design parameters and proper incorporation at component is resporisrbirrty of buirdling idesigrrer - not truss ciesIgner.Brocrng shown rs for rdieral steaport or incirvidiral web rni-.r 4 '15121 y Addfignal temporary brOCi,ng to leisure stability derIng consternation is the responsibility of the erector'..Addrtlional permanent btocing al the overall structure is the responsibirfy of the building destwer. Far general guidance regarding lobecation, qualify contra storage, iderivery, erectron and braCing, ANSHTP11 Quality Criteria, 058-89 and SCSI 8601dinig Component Safety Information avattobte from 11214 Pl12te institute,. 4184 D'Onorect Drive, Madison,22 413219. February 9,2006 ,INMNESIVEIMMEIBir, 7777 Greenback Lane omm aims ® SuUte 11.109 Citrus Heights, Be '95610 T cf 1, a O cyo 1. et. 6 TY) CY 0 0 . VI (2.1 C5 C': '6 • "py. co O 0 0: 3 C • (55 0 o :0: O ° C7.1 :.?) O g 6 )'. . uo• ) , . . ta ).). T, o .0 -o ry 0 c) .... ,,.:„!, ,,,, _,04.:. Tei YE, ..!: = la, 7-i ° IDp: (4' O 03) w 5 (..) . 1 E 0 zi,.) 0. z E. z 0 w z z 0 9 ' LL (C) '0 CONNECTOR PLATE CODE APPROVALS '56 E - "0 (1) yo c ,): 0 0 ‘E. cc .:': tar 0 C :0 C ,0 " 6-)05: 6 6 ID Y!T C ca,) 0: 5^ 0 0 it ,,,,;! :..$7.: 0 a) "!i c- T°'• 0) .*+0"(3.;:i ''.!'t'5CFEr: 0: 5'5 1D , 2 EE2 -(175 -F5„- (. ('5 mae: 5.,,I;)",",) (), ...a _ ° c...; (L) Ta 0 't 0 -cL) c :15-3 ..P." 0 .12.`442 yy,.0 ". 0 a 4,,, 55 . ...... 3 ax) 1c3C15() a t .$1:.? h It50 ':':1i YaC! 0 A:14 ''•-- co C.)) 1251" 12) CO re.; co 1:$ ci) C.). on Fuss Type 50.002360 53 ROOFTRUSS Sterling Component Systems,. 5 ering, CO 80751 .5-4-0 1-5-0 5-4-0 6x9 MVI20 VI 4e8 M1120.1; 8-2-1 8-2-1 11 4x6 12-9-0 ind €B9-0 r 6.),Y ny .' Sairvan Residence Job Reference foptVonaii9 5 293 s Jol '13 200.5 OVIFTe.1,: Wdoskies, Inc.wed Feb OF., 15'52:29 2006 Page 1 4x6 MI120 -= 5 15-11-15 18.10-0 23-6-8 5-95-0 4-8-8 10 9 3:0 MI120= 4x6 N41120=- ffsets (X,Y): - _ LOADING (psf) TCLL 40 0 (Roof Snow=40.0) TCDL 10,0 BCLL 0.0 BCIDL 100 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress 1ncr YES Code IRC2003/TP120132 7-9-15 23-5-8 7-6-D R20041655 Scale 1 51.0 8 3x6 MI420=i —1 CSI DEFL in (loc) 1/dell Lid PLATES GRIP TC 0.94 Vert(LL) -0.10 9-11 >999 360 M1120 197/144 BC 0.64 Vert(TL) -0.25 9-11 >999 240 WB 0.69 Horz(TL) 0.07 .8 n/a n/a (Matrix) Weight, 97 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1 5E BOT CHORD 2 X 4 SPF 1650F 1 5E WEBS 2 X 4 SPF 1650F 1 5E SLIDER Left2 X 6 SPF 1650F 1 5E 2-11-15 REACTIONS (Ib/size) 2=1559/0-5-8, 8=1399/Mechanical Max Harz 2=155(load case 6) Max Uplitt2=-384(load case 7), 8=-280(Inarl case 8) Max Grav2=1900(load case 2), 8=1611(Ioad case 3) BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-2586/429, 3-4=-2270/458, 4-12=-2027/399, 5-12=-1754/419, 5-13=-1603/421, 6-13=-1919/402, 6-7=-452/102 , 7-8=-409/115 BOT CHORD 2-11=-382/21,07, 10-11=-130/1305,, 9-10=-130/1305, 8-9=-297/1904 WEBS 4-11=-748/278, 5-11=-124/817, 5-9=-113/689, 6-9=-600/260,, 6-8=-195 7 NOTES 1) Wind' ASCE 7-02, 105mph; h=22ft; TCDL=6.0psf, BCDL=6 Opsfi Category II, Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1 33. 2) TCLL: ASCE 7-02; Pf=40 0 psf ((lat roof snow); Category 1, Exp C; Fully Exp., Ct= 1 3) Unbalanced snow loads have been considered for this design 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 40 0 psf on overhaflqs non -concurrent with other live loads. 5) This truss has been designed for a 10 0 psf bottom chard live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11 1 and R802.10.2 and referenced standard ANSI/I-PI 1. LOAD CASE(S) Standard February 9,2006 BM Mie II Ifilin MEE REIRE)EIN NM 1001111111 1 BO 111111101111 1111 BM' ANNICINMEMENEffer : . "sr ,r A, wAR,NuNG . Ye rtty d es ,i,g n p a r am e U, r s a n frl, REA D NO TES ON I fg Y Si .4. )5' El' RE VERSE S I D.E. B EF' 0 R E" t.):411,.:: . ',P777 Greenback Lane Design valid for use only with Mille*. connectors, This design is based oniy upon parameters shown. anst is for an individuat building component Spite h109 Applicability of design barometers and propei incor potation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Reigh.11s. Ca 95610 iS km laterd support of individual web members onty AsAitton al temporary bracing to insure stability durinp construction is The responsibility al the erector, Additional permanent bracing at the overall strucliute is the responsibility of the building designer For general guidance regarding Rubrication, quality control, siordde, deliveryerection and bracing. consult ANISI/TP11 Qualify Criteria, 088-89 and acsi ) Building Component Safety Information oviivoiVabie from Truss Plate Institute. 583 ClriOnotrio Drive. fvladison.1issil 037 77. 0 .2, c 3 — ° g 0 0 0, PLATE LOCATION AND ORIENTATION a (3S cr, C7() .3 o 12 fo ,-..,-- (1) 0 - , (.3 b(,, (1)&5 k 7,, . 0..) b () .a.., ...C.: •>. 0 1.7.; '1 c ,3) f";;., ...';'..' .9 ',4: ..q.': ;43 W c:5) 8 8 888 b '-.7(1.i. r..3'). -'-/ "0 0 .3) 9 31i ° 9 `(,113 ''.3. to 0 80 5 " -Cr iss r '1 . Sr,- (ll. .cs( sc.S CI. (u.. ao rEs. rc( rFs (-Ss' CrIss' C aCI 11 ,r-ss' P r...; 6 0 .. E b — .44 . 0 -W 0 ) - "•',- ,,15 4',, ..D ..; ..7 ,`,.0 v., x , ,0 z 42: E 0 17....) (w.,:) ,33er. 0 fr. (1 0 a" 4 o (.) a?. 5 E 0 iE 0 r,Cr.S rrIrr, 9 53 15 8 0 c -o 't) 0 1.3) 14 co LLI 0 X —A 21 — 0 ALA II— CA CC: Z z “Jr LLA LlAA Cie LJ 'AL ..T z Z 'c;6.1.1 < < < C4 ctl ° Z Oe > LIt 1.14 fr— it W Z w, < Ce Z L. o _ Ce 0 ° 1°4 u z CONNECTOR PLATE CODE APPROVALS ca co cAD 0, . '..(2 ?,5 , c.: "(,) a, :c... f..P ....r W 19:,, c").1) 4 , i'11: 'E, o' t ag) 10W 0 (,,D 0) T.). L 0 C? 0 0 0 1" .3 cra 0 (D. 0 a" E cxx .., Job Truss rusW-TYpe 50-002300 4 rOROP TC GABLE Steding Compocend Eysleans„ 5 erlIng, CO 80751 1 1-6-0 2 Plate Offsets (X,Y) LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL 10 0 LUMBER TOP CHORD BOT CHORD WEBS OTHERS SLIDER 244 121120 II 244 141120 11 3x5 12112006 3 648 121120 11 244 MI120 11 4 12 1-0 12-1-0 244 M1120 DV 8.00ri 2x4 MI120 11 2'x4 M1120 11 6 5 27 26 25 24 244 lat 120 II 1144 MI120 11 344 1211212 c, 2)41131120 11 3 22 21 20 Batwing Residence R20241050 Job ReferencowFwptIonalL_ 8200.s Jul la 2005 Mirek 81(.1051,1es, Inn,. Thu Feb 09 0928 49 2005 Plage 1 23-6-8 11-5-8 44., 244 M1120 11 12 244 MI120 11 2x4 1.11120 11 244 MI120 III 244 4A11120 11 2x4 MI120 11 344 MI120= 244 011020 1 2x4 M1120 11 [2 0-1-12,0-0-11, [9'0-2-0,Edgel, [16 0-4-15,0-2.31 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003/TP02002 2 X 4 SPF 1650F 1 5E 2 X 4 SPF 1650E 1.5E 2 X 4 SPE 1650F 1.5E 2 X 4 SPF 1650F 1 5E Right 2 X 6 SPF 1650F 1 5E 1-8-12 CSI TC 043 BC 0.38 WB 0.12 (Matrix) 23-5-5 23-6-6 19 18 340 121120 2x4 12111120.1 2x4 141120 14 15 17 2x4 MI920 10 444 MII20za 16 3x8 MI120 11 Scale 1/4"8 1' DEFL 0 (loc) IL/d Vert(LL) -0.05 16-17 >999 360 Verl(TL) -0.07 16-17 >999 240 Horz(TL) 0,01 16 n/a BRACING TOP CHORD BOT CHORD PLATES GRIP M1120 197/144 Weight 113 lb Structural wood sheathing directly applied or 6-0-0 oc purfns, Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (lb/ooze) 2=396/16-5-8, 16=473/Mechanical, 23=120/16-5-8, 19=510/16-5-8, 20=284/16-5-8, 28=61/16-5-8, 27=321/16-5-8, 26=215/16-5-8, 25=245/16-5.8, 240=247/16-5-8, 2 2= 03/ 1 6- 5-8 Max Horz 2=115(load case 6) Max Uplift 2=-132(load case 7), 16=-128(load case 8), 19'-194(load case 8), 20=-92(load case 8), 28=-18(load case 11), 27=_142(load case 7), 26=-74(load case 7), 25=-95(load case 7), 24=-61(load case 7) Max Grav 2=551(Ioad case 2), 16=675(load case 3), 23=209fload case 2), 19=735(load case 3), 20=418(load case 3), 28=82(load case 4), 27=475(load case 2), 26=307(load case 2), 25=353(load case 2), 24=363(load case 2), 22=158(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-205/60, 3-4=-116/79, 4-5=-147,019, 5-6=-135/157, 6-30=-137/191, 7-30=-112/201, 7-8=-140/246, 8-9=-94/215, 9-10=-120/214, 10-11=-193/247, 11-12=-175/189,12-13=-223/140, 13-14=-566/180, 14-15=-566/129, 15-16=-739/123 BOT CHORD 2-28=0/104, 27-28=0/104, 26-27=0/104, 25-26=0/104, 24-25=0/104, 23-24=0/104, 22-23=0/104, 21-22=0/104, 20-21=0/104, 19-20=0/104, 18-19=-34/512, 17-18=-33/507, 16-17=-33/507 WEBS 8-23=-182/26, 14-17=-144(88, 13-18=-52/268, 12-19=-208/85, 11.20=-348/105, 4-27=-443/169, 5-26=-264/97, 6-25=-314/119, 7-24=-322/86, 13-19=-721/208, 10-22=-143(0 NOTES 1) Wond: ASCE 7-02; 105mph; h=22ft; TCDL=6.0psf; BCDL=6 Opsf; Category 11, Exp C; enclosed, MVVFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind1oads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow),, Category II, Exp C, Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design 5) This truss has been designed for greater of min roof live load of 18 0 psf or 2.00 limes flat roof load of 40.0 paf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. &TkIs!udsFd at 2-0-0oc.ggin3aTe 111111111111 5% I 5 MOW WIEN 1 ARNI NG Verify d E ru EDIRNE E DE READ crorritrie Orti bare AND REVERSE SIDE REF OR.E 1!1.7S1N Design valid kw use only witititlitelfi connectors, This design is bowed only upon parameters. shown, and is for on individual building c.orriporient wwwpfiwobillity of design pCIVm Dea ters nd proper incorporation of cotnponent is responsibility cif building deer n sign - ot 101$5 cresigner BrOdng shown is for icderol support ot individual web members only Additional temporary tingeing to insure stability during consbuction is the iesponsibildy of the 6' 0.(2 r Add 1 0.1113 perrnonent bracing of the oveall rstructure is the responsibility of The building designer. For general guidance regotding abrication.. quality control, storode, delivery, erection and brcloing, consult ANISI/TPI1 Quality Criteria„ 096-89 and BCSI1 Building Component. Safety Information atioilo,ble 7oat buss Rote Institute. 583 CYCnottio Drive, Madison:, 7717719, February9,2006 111111.515WWWW5k5.5551155555515, W5'Wk5W 7777 Greenback Lane Suite '1 7' Citrus. Heights, Cia 95610 19199111911199111A8,811111 illET[SO4P,[19B[4. .3.: C3 („) )30 0 0 P3 _ 3'... .9 , u c 0 ‘155 0.5 b 0 55, 0 a) u C , '6 (1,') 0 0 C?"' .,5_c b bi 6 ic 6 3'e2 0:p d) C: C)) „CZ CD ,7, ,!ar:.:'. r„:"' ,,,,., ^0 33 0 1„). E Z..) 2 ,c5 0 .c,) ..;.;2 2? p c: 0 9 0 0 , 0 ri 30 c 30 a) 0 -b- b 0 b c ) -,75 a? 7) 6 30 C. "0 0 0 0 .;:.? 0. 1-3:: 3f:n: 0 ' gEj):: 5'!"5: . w::' l): ''c''(5 -!'3 . a) 42 5c-5 0 .3 ,_,:, q.) (,) Ii5 -6 2 u ,(*,- '''''.)' 13 c '',.. d — o' ,..›.., 0 g `..20 •.,6' ' 6' ,373 L a]) > ccl ,?, 4.„55) ID „22 •3 0,3 .0) i c u g. 9,9•9 ','91'..! 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PC 551 c'5', 2' 0 O. C•4 ,.. .. c ,i 0). ,:t ,f) <'7, C'd 0) ,,,, 2 cf.) '5 (..) ,r.-.; ,....i 07) ,19 . @ C5 (15 ±" .9? 131) r5 0 331 C: 35) E 3133 PLATE LOCATION AND ORIENTATION Ch101-10 d01 ;Lu Ne, 0 u 3131,5 • u(3 - 0 ▪ 0uJ uu >- Da ▪ 63.1 Er) 0 LIU LAI C-) < Z LIJ z If-- 1- cr) en - Lu P au X Z < ,e.r) ce• p will Z 0 7 0 3G M Z C.. 0 9,199 ID 0 • (- 9.9.; U 0 o to C '0 c2 C.) "0 0 0 9 o > MiTek 20/20 0 0 33,133 C"'NI "cl 1.1-) .0" 0' ,0 (,) kr) 0, (7,-) E.) co Lc) 5 7) C D ''',;:; -6 ! 0 c 15 7.,', 0 0 -E ,,,,' .; :-.: _E "...,..- 0) :....2 or,':-E, 0 0 p -07 .,, E. ,..:C,,i'. E, 66 i) c.2 ! -FI., :"..T': .. 13 .o (0 D t::: to, c_c7) "0 - -'-';' ,31) 'Z S C.:6.: . 0 xI . _ a (.4 0 0 (.1), .a T..) -`7'1 0 t '-"--,, '._; _.: -c - -- 1-- a 00 --. Z ..cr. b 10 t-.-: 0 < Ce .7r 03 X ;JC Ce D-- 0 Erg Lu (2332 09) .9. ,, :CD 12 " (▪ 1).' < /2 0 ...C. C.. 0 3 0 '..(7) u .0 3 .0 0 0 t '- 0 Q a (-) "O :3 0 Cl).. 1111,111 f.409( 111411 1111111111111111 C: 0 .. 0 - g -(-?., 01'). (P 4:: ID C C ;, , ..0 7:: E1]- :-.1 =1. -5. (9 .4,72' 6 41',:'.'' P6',i,',.::.':.,,,-'. )--'0.cQ,.:)):''.1'"0'cL:::: :::'.„'„.'',.'?'.' : ,:.::,:::c.1_c:6:c '::)i(;'5 ,:;p;::: 1O' ,:('''°(aD,''' ' 1tt()) ,0 C(-9t P j,2113?l:)5't0lLi,1l(;) r 0' ':,3' 3. E5 (11 E'r5 2 27 CC) C.,) .!.00, ‹,, 0 00 job 50-002360 TDMUSS 34 Dry —PTy Sauyisort Resteence Job Referenceipplior@A_ Stutter; Cowper -rent Systems, Stetter), CO 60761 6 206 s1 13 200firrATek Indu5lries, Inc rmi Pee 3909284B 2006 Page 2 612004ilt366 iTiustiType DROP TE GABLE NOTES 8) Refer to girder(s) for truss to truss connections. 9) This truss is designed in accordance with the 2003 Internationa Residenlisi Code sections R502.11 1 and R802 10.2 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard MEM% ISINSUE 11111111111 11 EOM 1101111 111211111111111 111 1111111191 WIMMEN ISM l'".";'"."":' am Ems 011) alsciraddiraem Verify riestatarn para rs f,d, PRT: D JVfj",f C 111E3 /111/14 tr111311ERSIEr G/IndAr 111111311B111. 7777 Greenback ars ESesign votid tor use only with rAffek. COrrh ne, c o f s . tints design is based only upon parameteas shown, and is for ion indtvidual building component Suite #109 Appights. Ca 9561111 le abilli y of desrgn parameters and proper Incoaporatian of component' is responstbility sat buildinig designer - nat truss astalgner Eractog shown Citrus He is Mr lateral support of lnidiviididdi web merrilders only Additional temporary bracing to insure stabllity during construction ts the respansibittly ctir the erector Additional pc:wont-ant bracing of the overcall crtructure I4 the T esponsitAty of the buitding designer, Foi genetal guidance regarding fabrications quality control, storage, &Avery, erection and bracing, consult A1491/tPl1 Qualtty Criteria, DSB-69 and BCSI1 Building Component 10) Safety Information available rrom Truss Pete Institute, 583 D'Onotria Drive, Madison , 5l 53719 fr. li • Ill, 44) PLATE LOCATION AND ORIENTATION .. -s, 546,... ((,•i} 6 u ..; .,5) 9r) 19...:.:);..! ,o q";?3)a 35 ,00a..5, 65 6 -1) c'cli3i1) 4a6aco1c53- 0 s3'' 3si 5.10'.5.cC.r0".133.-c.)D (3 C9P Ca0 (I) 7T6 E 0 , u 06L0051a,- 0 3 0 3 ' , 19 39 -a . 99., 9)7,,. 9' ' E 0 » o 9c9 1 01.. 00, 0 45, ;,.....4 4.6 0 P 55 4 43 )3) 344, „), a 0 ,';),:. 02 o 0.) ..,(':. C2 '--- ".3 -0 i..., 0 46 4,„ ,,,.. „c2 (D. :: .0,,,, (.12 t. la 1"f..5 r,.> (i.1.f.: )0 : "(3, 0 ;,,:0. E cc- (53 5.5. a., "IE.. 66 ..-455 15 0 E „c19 3333 iir ,",-,.. c). 1( (.1) Wm- OHO H.3 cl -Nov Lr) „0 1 a:") (D 0 0 13) -j 0 n (1) .-"3-113 0 a.1 CD (5 0) (1) 13) 13 0 77, ell 0 0 0, o 0 (ll 313 t (,), '7) r (1) 7.3 CT 04 3-13 0w 0 I u Y.LY Z tZ, 0 1.14 • 30 < (I) Z 1E; • < -4 1,u 3.43 3- Z 64, 114, DC 1-- < C3 Z Z 0 w z LL 0 LU CC 14,1 3(3 J- O Z tr, en ex 0 LILA Cla 0 Z CONNECTOR PLATE CODE APPRO 1 a 93 8.. „-„ ("P 0 0 :a 0 - 0 0 07, .0 0 (3 313 vdb 3.5 0 .(")1) (70 LATERAL BRACIN (:).. 0 0 .30 40 c a.0 0 0 CN1 13 (6) a) 3.))) o„) 5,53-3 CD c: "a; la; 13 D af) n „9. ( 9 /5 .312 . c2 sc., co co ,;D D"). (t) ((- (.2 (0 (Cri > ((,) "- (3 65 c0 3-3°54 o r- ) O., 19 50, 66,0 (6) "33 (3 .c .,(1.) 9 9, 3) 2) 'a -83,,.?",,9;; )0,( (c) 'cc 66 (o. it; 75 3333 coaE. (r) 0 :2 ..c"P 13) 6, 00, 65 545 o (". ch (1) Cr 0 uP) , ):):: o 7) "0 Z c2 c) oo. [110t) Rios Truss Type 0.002u60 DROP 10 GABLE Sloan, CaL000pamem Systems, Sterling, CO 60751 1-6-0 10-4-4 6..00 .1T''" 2x4 M1120 II 6x6 MI120 II 4 3 6.6 M1120% 22 2 DL) 2x4 M0120 II 5 2 4x4 MI120= 7 2x4 M1120 VI 23 24 6 -Sauvard Residance 0,10041051 Job Referencei522tionell 6 200 s J00103 20012 MT000000, ir.10.0siries.10•0c. Weal Feb 08 16,52,30 2006 Page 1 20-8-8 10-4-4 2x4 M1120 II 2.x4 M1120 2x4 M1120 II 2x4 M1120 II 2.4 M1120 01 2.4 M112611 9 101 17 1 :3x4 M0120= 2x4 M1120 2,04 M1120 VII 20-5-6 23-?•-e 2x4 MV120 ^ 10 2x4 M1123 II 5 14 13 3.4 2x4 M1120 II 2.4 MI126 II 2x4 M1120 II 1 120'.= Scale o 1A6..0 Plate Offsets (X,Y): [20-0-1,0-2-1), [3:0-3-0,0-0-11], [4 0-2-0,0-0-15], 0-2-0,0-0.15], [60-2-0,0-0-151, [7.0-0-0,0-0-0], [80-2-0,0-0-15J, [9:0-2-0,0-0-15], [10:0-2-0,0-0-15], [11.0-2-0 ,0.0.15], [12:0-1-15,0-1-8], [13.0-2-0„0-0-13], [14 -2-0,0-0-13], [15:0-2-0,0-0-13], [16 0-2-0,0-0-13], [19„,0-2-0,0-0-11], [20:0-2-0,0-0-11], [210-2-0,0-0-11], [220-2-0,0-0-11] LOADING (psf) TCLL 40,0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1 15 Rep Stress Iricr NO Code IRC2003/TP12002 LUMBER TOP CHORD 2 X 4 SPF 1650F 1 5E BOT CHORD 2 X 4 SPF 1650F 1 5E OTHERS 2 X 4 SPF 1650F 1 5E cS TC 0.43 BC 0 08 WB 0 07 (Matrix) DEFL in (loc) 1/dell Vert(LL) -0.03 1 rilr Vert(TL) -0.04 1 nfr Horz(TL) 0,00 12 nia Lid 120 90 nia PLATES GRIP M1120 197/144 Weight; 81 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing REACTIONS (lb/size) 2=329/20-8-8, 12=10,8/20-8-8, 18=244/20-8-8, 13=275/20-8-8, 14=231/20-8-9, 15=240 20-8-8, 16P249120-5-8, 22=207/20-8-8, 21=248/20-8-8, 20=236/20-8-8, 19=250/20-8-8 Max Herz 2=113(load case 7) Max Uplift2=-112(load case 7), 13=-104(load case 8), 14=-86(load case 8), 15=-94(load case 8), 16=-83(load case 8), 22=-61(load case 7), 21=-90(load case 7), 20=-91(1102d case 7), 19=-84(load case 7) Max Gray 2=487(load case 2), 12=150(load case 3), 18=244(load case 1), 13=397(load case 3), 14=335(load case 3), 15=342(load case 3), 16=379(load case 3), 22=295(load case 2), 21=359(load case 2), 20=337(load case 2), 19=380(load case 2) FORCES (lb). Maximum Compression/Maximum Tension TOP CHORD 1-2=0/82, 2-3=-124/47, 3-4=-77/55, 4-5=-90/87, 5-6=-86/131, 6-23=-100/166, 7-23=-24/173, 7-24=-24/172, 8-24=-101/165, 8-9=-87/112, 9-10=-90/51, 10-11=-92./45, 11.12=-88/57 BOT CHORD 2-22=0/100, 21-22=0/100, 20-21=0/100, 19-20=0/100, 18-19=0/100, 17-18=0/100, 16-17=0/100, 15-16=0/100, 14-15=0/100, 13-14=0/100, 12-13=0/100 WEBS 7-18=-199/0, 11-13=-330/121,10-14=-302/112, 9-15=-301/117, 8-16=-337/108, 3-22=-268/95, 4-21=-315/111, 5-20=-298/116, 6-19=-338/109, NOTES 1) Wind: ASCE 7-02; 105mph; h=22ft; TCDL=6.0psf; BCDL=6.0psf, Category Id; Exp C; enclosed; MWFRS gable end zone; cant lever left and right exposed ; end veridcal left and right exposed; Lumber IDOL=1 33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MITek "Standard Gable End Detail" 3) TCLL ASCE 7.02; Pf=40.0 psf (flat roof snow); Category II, Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof dive load of 18 0 psf or 2.00 times flat roof load of 40,0 psf on overhangs non -concurrent with other live loads, 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc Continued on page 2 II VMS INS MENEVIESIS 1111111111111111fi 111.1111 110 SIOARNIN(3 Vihrq, deslign higramigiONN and READ NOTES ON T.EUS AND kV VER,S.E: SIDE' BEFOIM Marti Design valid For We only with Mitek connectors. Tet5 desigin is based only 'upon porometers shown, and is for on individuce budding component Appiicabilay Of design parameters and proper incorporation dr component is responsibillry cr btailding designer ii not truss designer:Bracing shown is for lorornil support cif individud web members only. Additircnai temporary bracing to Insure sikdbility during constiontem is the resporiability infinite erector.. Adistitional permanent bracing of the overall structure is the responsibilay or the buikiding designer, For geentati guidance regarding faarication, quality =Meat storage. delivery.. erection ond bracing.. consult ANSWIPII Quality Criteria, DS01-89 and BCSil Bedding component Safety Information avoiroble room, Truss 1late Institute, 583 DiOnorrio Drive, Madison, ',0d 53i/1 ai porlins. February 9,2006 MIEBEIANNEMESEIMEM ININIERINEMEINIff /,: 7777 Greenback ILarta maititmerb Sute 5 late CilFUS Heights, On 9561 EyEE EL) 'WE Ea, co 11 0 5E3 FirE. 0 LOCATION AND ORIENTATION b i5 0 g, 1) 5.. 9. V - 011 » 0)0 EFL 011 1t) a) C.) tEEE„ ID 0 - c- t.7, 0 0 ID C> 0 -c5 E (d)., c: - c 7 0 41 a). 6 Da a DEE„, EX) 0 W „D. Cr P c 'CI 0 C a 0 o 11) 9. 0 ° 15 r.o 144 w IAA V) TE CODE APPROVALS CZ 0 2' 04 0") CO 00 101 CL0" YY6 01 0. u') CY) C') C.) (8)014 f.))): 0) 0 EDE tC 0 01 ..:).E.?"E -C)))3 1,11,,,-'''':.:'....:':'''71;!, ''''''''''...; '''''':,-)."'''' 6 0 a' -: 0 0 > .,(107, (1) ''''....? c260. cr.., "0) I , 6. C) „')EEEE" L. 0 'C) 56CE''' 0 -)( » t0 QE.')... , '-' :1 a " ", CC c Cl) ) o o!70 obd.,a14SE:1 J() :EL:_ic:; ,f)():. cc, :.,..( (721 cr> Job laiss jT0s Type rty &wade Residence 50i002300 01 DROP IC GABLE 11 Sterling Component Systems, 5 oiling, CO 80751i NOTES, 9) This truss is designed in accordance with the 2003 International Residential Code sections R502 11 1 and R.802 10 2 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard R20041557 Job Referencepptionan, 6 200 s Jet 113 2005 Miiek Industries, Inc Wed Feb 05 16 5230 2006 Pdge 2 I la „ alla RYI NO EMISIS agaila ON= a RI, RN G dd.:High P .1U ra r 5 a ir 14 READ NOTES ON IRIS AND REVERSE sIDE BEropE Design vctild for use, a* with MIT& connectors. °this diasign is based only open parameters shown, and 310101 individual building coopporient. Acyglicabilitly or design pararceters and properinc arparabon of ciornpanent is rsiasponsibility of building designer - not truss designerBrac Pig shown is l'Or lotesal suppdat of individual wob miambers arilly.AdiditionaO temporary Oaracing to insure stability during canstrup tier, Is the responsiteity of the erector, Additional permanent bracing at the overall isilirsac1ure is the responsibility0 the building der gnec For generca,1: guildarce regarding fabrication, qualify contra storage,. delivery, erection and bracing, corisuOt ANSIPPOI Quoddy Galeried, DSB-89 and BCSOil Buttding Component Safety [MarmatIon available from 'buss Plate Institute, 553 D'Onolao Drive, Madison, WO 53719. 7777 Greenback Lace •I`Ei Suite al 09 Citrus Heights, Ca 0051 T tid Q. 0 CD 0 1:1 0 1. 0 O ri) O) O W w PLATE LOCATION AND ORIENTATION 013 013 5 u c 0 O E %-z Ca D (0 1() o o — cs c ID .0.) CA c 2 - '05 > g ?'"' 'D "0_0r...i) E: 7; .7.' 7 c 0..e: .,.J Z6). z. D c 0 O : :: :3) ), a - . i'C",. ?Li, h 0 0.) L a) 2f...,. 0 a) • -ii, '''''' 172 1 ';6 15 t L ,%,--.),,. e .Cr0 5 p -.) • '5 '3) .0 ' Daa 9 e ▪ '.0f. , 1) TP -T ?'63 0a: -. ,,70), a8F]- L • b 81 fi ..t., i.,! o 10 0 o o;8,!.,cQ) ga) 1) - J 16 2D -0 :3 L GI) 0 '?' fez V ,,:? F-: .6 75, 0 2 o „E.," — o 0 "";, , 0 5 P 6 P a • _ ))-(45 a g.) ,5 7. .0 a3 E • o m t? F.5--) G. g)) ''' 0 D o c ) 5.) >',,,,'" ,...0 7 < 0 2 t: nr. 7-) o (i„) a. 0 .. 0 0) AC 1' ci LC; (NI I . Q..) 01 o<fl D ,...!,- "E"i'Z ,) Tri_ -'f" 1 c c7) IT ID .)-,..,.. o ; . .ii 1.-C: (TC".)1.' _ .._ ,,..., 0 •- 0 , 0 cn. (1.) -d)" w c — o '5 a r'-5 .,2. .6 a (-) C1) '? C; 'Ed) 1) ,,,,,C-C4?' aLl ..c• r..-.1): u 0 0 < 0 * 0 CL) '5) 0 a) 0 o c. 0 ,p 5 O 000)5 E(00 ti) 5 c ▪ (L) S ARE IDENTIFIED BY END JOINT CONNECTOR PLATE CODE -n 0 0 Z;1: .(1) 000 00 ,r1) 01) tC; 0 C.3 . 7 7.... C.) 001 c- 01: 0 0, X "o o "0 1)) 0 0 00-0 '3- o i17-1 149: 9? 000) 01) k) 6 00) 0 '5 5 (1) fz: 0)5 LATERAL BRACIN 100) Or) cf.) z(,) 0- 001 ‘zi) 0101 0001 <11 0 00 c 3,... t5)0 6 .5) 5 0 00 o 000 C Cc) CD 0> cv-.) "o E)) (.:Dt Liat 01) '1 r.Dz' rx)00) Q a) r3) 0 - -0 '0 C 0 )r) 0 "; g 5 0)2 P c 00 0) a: F„-,E 0 0 F 0 „„_ 417, L) a.) c 7r) (11) °-.5 012 a c 0 )31 o -0 5') )3" o 5 43) p) 0 "'.5 0101 0 (0 0 a p a 0 a a), a pa. c). 5) 10) 01 .12 C.6 0 @,) ,0"a"a4 OZ` faNej ""' a, (0) 7, 0 0 C D P,,,,, 3 tic. C":,a n 0 ° 5 "',,," !a? F.:).• '',5 0 6 c 6, a) 0 6 c > W. .,.,..) 0 (3, Lp 1, ( „D > ' , 7), C C 0 C., 1,.; ,, C ^,t.;., 1 , 01 0 ,,,0„, ,," . C '') ''''" 6 '-'-': a) T ' 0 !,t0 u -0 ,, n 0.). .0i-, 0 2 crn 0 e 9 '''.1 C -0 0) 6 ,f, ..„ ;-: '4i,, rs.) 0, 7> ,$) (1) P C.)) 0 7Cj t--CI (5 0:.) co 1) D c),, c,-.7 0 0) -c (0 1) E 0 o 0 ea) grE) 0 b ) -.,, CC (j T, P cd 0 400 0 (, f5 0 ,S3 ...J. iii -5. 0 c 0 .0) ,F2 b.:, 0 c ,,,,, 0 1- '2 C": 0 CI 01 0:,,,E (1) 0 ,.? (1) c)1) '-'0)) 0)00- Tr3 45 15 rib, i...,, .-. tr,-..) (5 0 z (1) c) 5) o ..C7 (...) ti ,...., D E5 cE, E5 73 ))1:1 (.7.) co, Job 'Truss 90-002360 02 Sfietirrif,Tiferoihigehent Systems Sterling, CO 86751 -----.-. LOADING (psf) TCLL 40 0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 1-6-0 tl 4-11-12 Truss Type ROOF TRUSS 1 2 Py Sauvan Residence R20041658 Job ReferencelopOonaD 6 200 s Jul 113 2005 M,Tk Priebeelec., Inc Wed Feb 08 16 52.311 2006 Page 1 10-4-4 15-8,12 2040 1,6-6 4,11,12 5-4-4 5-4-8 4-11 12 7x8 MI1120=1 7-6-2 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress 1ncr YES Code IRC2003fTPI2002 4)(6 MO20= CSf TC 0.67 BC 0.52 WO 0.13 (Matr)x) 4x6 M1020= 4 7 3x4 M1120=- 4x5 MII20= 3-2-6 DEFL in (loc) lidefl LJd Vert(LL) -0 09 6-7 >999 360 VerI(TL) -0 24 6-7 >999 240 Horz(TL) 0 06 6 nia n/a 7x8 M1126= 7.6 2 PLATES GRIP MI120 197/144 Weight 75 Ib Scale Ftl. Itl43.7 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1 5E WEBS 2 X 4 SPF 1650F 1 5E WEDGE Lefl 2 X 4 SPF 1650F 1 5E, Right 2 X 4 SPF 1650F 1.5E REACTIONS (lib/size) 2=1401/0-3-8, 6=1223/Mechanical Max Horz 2=119(load case 7) Max Uplif12=-368(load case 7), 6=-256(load case 8) Max 'Gray 2=1695(load case 2), 6.1436(1oad case 3) BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins. BOT CHORD Rigid ceiling directly applied or '10-0-0 pc bracing. FORCES (1h) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/82, 2-3=-2281/414, 3-10=-1742/363, 4-10=-1472/378, 4-11=-1511/402, 5-11=-1808/387, 5-6=-2328/443 BOT CHORD 2-9=-353/1842, 8-9=-130/1190, 7-8=-130/1190, 6-7=-304/1934 WEBS 3-9=-674/248, 4-9=-111/704„ 4-7=-138/776, 5-7=-727/267 NOTES 1) Wind. ASCE 7-02; 105mph, h=22f1; TCDL=6.0psf; BCDL=6.0psf; Category11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1 33 plate grip DOL=1 33 2) TCLL. ASCE 7-02, Pf=40.0 psf (flat roof snow); Category II; Exp C, Fully Exp,; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live bad of 18.0 psf or 2,00 times flat roof load of 40.0 psf on overhangs non-concurrenf with other live loads. 5) This truss has been designed for a 110.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502,11 1 and R8 2.102 and referenced standard ANS1fTP11. LOAD CASE(S) Standard EIMME 111111 1NM ENIMEMBEEME INNEMS VONSIONNIND ANNISE()ISMENNSI February 9,2006 111 MEMBEINEEMISONitign'Zn A wAgivay des isfmk ponavectiend fid AZIDAL:1, NO DES ON THIS AND RE VERSO.: SLEW DEFORE USE", Design valid fair use only with MiTek connectors. This releingn 15 based only upon parameters shown, and Is for an individual buFaing component Apotioatiaty of design parameters anti: proper incorporation of component is responsibility of bidding designer - apt irLISS designer. Bradria shown for lateral support ot Indy:laud web members orgy Adalnonal 'temporary bracing to insure dablity during construction is the responelbilify of the erector. Additional permanent bracing of the overal efischire Is the responabilily of the huilaiing designer, For gerneral guidance regarding faaricanam quaLly contra storage, delivery. iereonon and bracing, consult ANSIPPI1 Quality Crilertlo,, DSO-89 and Balt Bo ding Component Safety informadan -invadable gam T1uss Rate Insfitfite, 583 D'Onotrio Driitte, Madison, 05I 5:3719, 7777 Greenback Lane suiit,s, 4109' Citrus Heights Car 0.5.610 (0) Ride :,- 00 0 a) CD 0 PLATE LOCATION AND ORIENTATION 0 `1F/3 0 0 0 O c..› c o o 4F5 CD 1)o) c o 4c, 56C2 b Tc6 6 00 8 "0 a c0 8 ,82 f:"?:': .c1g0 .Pab 15 .6 gi. 1 0 o p 6 ).o: atr. .1. 0 6 --, .,,,, 0 71 0-) : Pt9 L : 7)11 ' CE " ' f :72 ,) 7.,,_,:, ::? 0? ,11 c,,, a -5 r23' ..9-66 ..,,,'L.: '''e ,..., ..„ 0.„ ,..,..-, ,_... :3 „ 0 0) ...) . 0 - 0 6 -,,,,, (1). c 'e..) <1) .i..,F. T) ..0 ''''' ',22. ',-, -0 0 0 5 .i,,, 0 iri !)) 9LC-5.- ''',(i395. 0.› ›..._ :3 0, ,,,, 4::::: „",,,,!. _o L.... 1 p, > 'ti) Crl...,). ?;,", § '(3 o o .) Lo - '6'° 8 ° 0 '0 b'' I2 j - (2) Y C;) L-- Fi i,.: D ...H,5 _ v.2 .•'',; 4: c; o JP 96 - 6 0.3 -c) C d".. ) .), :6 - -, - 0 . -o o '0 1 2 t2 ;.,_.., < ..Ev 62.0 6 P c co x 20 c ri i' 0 P (I) 0 0 0 6 L'Eic -o :`,4,2, c E ',..0... 9.) q? 1? 'Lc3 g.' 6 ,F„ ° ?..?' 192 a 6 'FA 6 0 „ cc ci Ei-L ci) 2 0 96 Cc.) /sn 0) in : = 0 0) '69 a). "0 S C./ 0 ,41 X (1) 0 0 C _0 (1.) 0 Cll o 0.901 (1)9 15 O "b_ 0 -he 1— c a) Ta > a a) 3. °E3 c "c) o c o ID a u 2 S ARE IDENTIFIED BY END JOINT Z L11 ICX M. CID 0 2' z CODE APPROVAL CONNECTOR PLA 4,- 5. (1) @ a) a C 3 C: E (1 2(3 (5 C C:" 0 a .0 0 0 _ 0 'C.) cr..) 0 15 IP- . u 151 .P„ -,5 b' 0 o c. c E 0 co 0 (.3 0 9) c.99› C: t 0 c:0 I'D ', () 99 0 o 999 1) 0 C:7 0 a 0 C.1 01 b.I ,..j- < 0". CD 0) 0' 0 CD 0`) . (1) b.V , ,0 ,-.-.., --.7.:. 0 0,- co .-0 ,0 o, c,o 73 co co c".D ,) ,.,- a, (0 (1) 0- CO (..1 b..1 "0 .6 0" "0 0". 7,T ) 0 0 10 0 (6) 9in (.) P ""c. 0 : 0) 1;,,....".1. E)) IC5:-12 .4.-, b. 0 C.:..: C 12 '0') _, 0).-'C50=, .„. 1:(4,fc); Y9 c coo c,q(ci2c(1) 0 o E p gc, '.'," ,.-9. !? z..7,,,..c.,-j -P,b.-cce-,:.o9-(C0(1l„) ; 6 '2 ,-a) 0 05 51E.0r-9cJ ) T), r?: 222 0I013 ::- LATER )1111111))), 0 0 o .. ..tn L'`-:':)'' C .. c•'"t'EC;.':7-':"-.":,'..)1-'0 ) '1 )Cai:7i' c'';:' )'-E,7,6 a)'):7::c :01(.- -;:.5,r-, :::p)1r55 ctoC( 0 -1,_,,, :5 2 -2.0 ,gc '(c ("-)L.) „43,cj)pri73 T:..3) ):c1T.,, (i). 71 ---. ..; o L.„! 0 Z 0i. (7) 010 0 c",. (0) TJ, Z: 4',,,ti:.10 :E75:::),' ctho ("ei3 Job 90-002360 Sterhon Component Systems Sterling CO 80751 5-8-15 1-6-0 RS- 15 434 MI120 11,14 MI120 24 Oty Ply Sauvarn Rf°,34.3er5,5 22-9-6 Th.pss Type Roor TRUSS 11-5-2 't 751-4 5353 1101120 45:8 M1120 9 6 23 22 21 20 19 18 17 15 3is.6 54926 ,306 MI120 3.58 M1120 92005353,3 „tott Re5ef ence Optiona0 200 5 13 2005 MO el, Industries in 11 ret 119 11 29 19 2005 ,age 26 PS 5 852 35,6 MII2G 3,8 mi(rs 354 M1129 354 5411,20 38 15 345;53 5-8-15 11x6 MI120 6 06 12 45512 1141120 (2 3s4 MI1211 338 541120 13 17 • 1-4 25-5 7 34-2-8 8-5-1 5 8-3 85.51It 8-7-1 Plate Offsets )X 1) [7 0-4-0,Edge], [14 0-3-8E1Jgel [27 D-2,10,0-0-12], [31 0-2-8,0-5-3] LOADING (psf) TOLL 40.0 )Roof Snow=40,0) TCDL 10 0, BOLL 0.0 BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 SPF 16506 1 5E -ExcelPt. TOP CHORD Structural wood sheathing dlirectly applied Or 4-1-11 oc put ns, 1-7 2 X 4 SPF 2100F 1 BE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 1 Row al midot 6-17, 10-17 3x8 5011120 1,1 65E1 5,41120 358 M1120 Scale 1 72 SPACING 2-0-0 CSI DEFL in ((oc) 1/dell Ud PLATES GRIP Plates increase 1 15 TC 0.90 Verl(LL) -0 15 15-17 >999 360 M1120 1,97/144 Lumber increase 1 15 BC 0.74 Vert(TL) -0,37 15-17 >708 240 Rep Stressincr NO WB 0.34 Horz(TL), 0 09 14 n/a n/a Code IRC2003/TP12002 (Mlatrix) Weight 9 lb WEBS 2 X 4 SPF 1650F 1.5E OTHERS 2 X 4 SPF 1650F 1.5E WEDGE Right: 2 X 4 SPF 1650F 1.5E REACTIONS, (Ib/size) 1=703/13-11-8, 14.1620/Mechanical, 19=144/13-11-8, 20=953/13-11 ' =-107/ -8, 22=258/13-11-8, 23=358/13-11-8, 24=122/13-11-8 Max Horz1,152(load case 6) Max Uplif11=-85(load case 8), 14=-324(load case 8), 20=-111(load case 8), 21=-265(load case 3), 22,-68(1oad case 7), 23=-165(load case 7), 24=-19()oad case 7) Max Gray 1=803(load case 2), 14=2053(load case 3), 19=151(load case 4), 20=953(10ad case 1), 21=77(loadl case 2), 22=320(load case 2), 23.538(load case 2), 24=164(load case 2) FORCES (1b) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1418/155, 2-3=-1378/222, 3-4=-1364/259, 4-37=-1237/277, 5-37=-1114/282, 5-6..1476/353, 6.7=-1466/345 7-8=-1353/358, 8-9=-1311/372, 9-10=-1575/368, 10-11=-2624/507,11-38=-2725/501, 12-38.-2752/498, 12-13=-2980/496, 13-14=-3571/585 BOT CHORD 1-24=-69/1144, 23-24=-69/1144, 22-23=-8911144, 21-22,-69/1144, 20-21=-69/1144, 19-20=-69/1144, 18-19=-69/1144, 17-18=-69/1144, 16-17=-187/2226, 15-16=-187/2226, 14-15=-444/3092 WEBS 6-36=-164/637, 17-36=-331/674, 9-17=-164/652, 10-17=-1384/285, 10-15=5'94/689, 13-15=-771/293, 5-20=-991/144, 4-21.211325, 3- 22,-276(89, 2-23=-531/201, 8-36=-207/52 NOTES 1) Wind ASCE 7-62, 105mph, h=22ft; TCDL=6.0psf, BCDL=6 Opsf, Category 111; Exp C, enc(osed; MWFRS garble end zone; cantilever left and right exposed end venicall left and right exposed, Lumber DOL=1 33 plate grip DOL=1 33 2) Truss designed for wind loads in the plane of the truss only For studs exposed to 'wind (normal to the face), see MiTek "Standard Gab) End Detail" 3) TCLL ASCE 7-02, Pf=40 0 psi ttlat roof snow), Category 1 Exp C, Fully Exp , Ct= 1 4) Unbalanced snow loads have been considered for this design 5) This Voss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are 2x4 M1120 unless otherwise indicated 7) Gable studs spaced at 2-0-0 oc, 8) Refer to girder(s) for truss to truss connections Continued on page 2 ;YARNING Verify design parameters arm& g5614 NOTES ON THIS AND INCLUDED MITA REFERENCE PAGE ME-7473 BEFORE USE. Design valtd for use only with Milek connectors his design, is based only upon parameters shown and is for on mobs/164M truuldfng c or riportent, Applicobrlity ot design poramenters and proper incorporation or comportent reSponsibiltty of building designer - not truss designer &acing sham), is for raterat support of trsdivtduol web members only Additional temporary bracing to insure stability during construction is the responstbillity of the erectus Additiorcd permanent bracing of the overall structure is the responsibility at the building designer. For general goodance regarding lobocation, quality control, sloragedelivery, erection and bracing consult ANSI/TPil Quality Cdiedod DS15459 and Ball Elul/ding Component Safety Intarmallan available from Tress Mc he Institute 5E+5371'0ncfrio 12rive, Madison. WI .53719. •.... /ON PA_ February 9,2006 7777 Greenback Lane Sude 109 Citrus Heights CA '9561 Tek' Truss 50-0023P0 Truss 1Iy Ply Saiivan Residence ROOF TRUSS 9,20053435 Job Reference •,ophona Soang Co.worleot Syslems, Sterling, CO PC751 6 200 s la 2000 isallTet inductees, Unsi The Fee 09 11,29,19 2006 Page 2 NOTES 9) This truss is designed in accordance with the 2003 rifiernational Residential Code sections R502 11 1 and R502 10 2 and referenced standard ANSIITPI: 1 LOAD CASE{S) Standard WARNING Verifiy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU 74 73 BEFORE USE. Desgrs yollici for use ,enly with MiTek connectors. This design is based only upon parameters shown ,rand 6 [cis on individual Ouldong component Wpalicobilutk at design pasoshenters and psopes incorposallion of component is responsibility of building designer - not tress degreg. Bracing shown fro 'dead support of individual web rnOrrtbers only, Additional lemoososy bracing lo insure siability during construction is the responsibilitry the erector Additional permanent bracing of the oserall stsociuse us She responsibility o1 the tatildng designer Fr generd guidance regarding quoluty oar -drat dosage, delivery. ereolion ond bracing, adage ANSII/PPII quality Cdterla, 556-89 and SC511 Bending Component Safety initona Minn assailable gram Truss Plate lestuisite 1130 D'Oholno Drive Madison, 131537119 7777 Greenback Lege Suite 100 Carus laeibhts, CA, 95610 MiTek' Job Truss 'Truss C.ype e..iy Ply 90 0023130 093 993339 CAUCA Og Stelling Ceireportent Systeves Dierlog co 80151 01,6,9 5-4-0 1001-7 24- 1.1 303 3 5-4 -0 4-9,7 5-11313 63313 se M1120 2 4 511020 3 t? 1 th 73,9 MI120 geb 301120 gag M1120 11 Age 1511120 94 3 15 14 eir4 MOI20 4sel MI120 13 12 4.K6 r/tiQo 13A4 41a1Residence P20052435 „Job Reference (,s..‘pooratj s 200 s „u 13 2005 Milk tridesinoss Inc Thu Fee 09 11 29 19 2006 Page I 233, tag AA-7 5-4-0 egg M112C 403, MI120 18 2.24 tit111:20 4, i120 0010-5 1.3-55,12 '411, 27,44 34,2-6 6.10,5 0419 9 6,9-0 goo 10,7 03-104 Plate Offsets (X,Y): [4:0-3-0,Edge] [8:0-3-0,Edge] LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL, 10.0 Bal., 0.0 BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E 'ExceptTOP CHORD Structural wood sheathing directly applied or 3-7-10 oc pu tuns, 1-4 2 X 4 SPF 1650F 1 5E,, 8-10 2 X 4. SPF 1650F' 1,5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing BOT CHORD 2 X 4 SPF 1650F 1 5E WEBS 1 Row at rrudp1 6-14 14) 703 twu20 Fjc;0?. I 69 7 SPACING 2-0-0 CSI DEFL in (loo) Pdefl Lid PLATES GRIP Plates Increase 1 15 TC 0,55 VerttLL) -0 13 10.11 \-999 360 M1120 197/144 Lumber lncr ease 1 15 BC 0.60 Ver1(TL) -0 22 10-11 ,-999 240 Rep Stress Incr YES \ NB 0 60 H01z(TL1 0 03 10 n/a nta Code IRC2003/TPI2002 uMatrix) Weight 154 lb WEDS 2 X 4 SPIF 1650F 1 5E VVEDOE Left 2 X 4 SPF 1650F 1 5E, Right: 2 X 4 SPF 1650F 1 5E REACTIONS (lb/size) '2=61810-5-6, /4=2645/0-5-8, 10.980/Mechanical Max Horz 2=164(1:cad case 61 Max Uplift2=-242(load case 7), 14=-403(003d case 7), 10/t-228(load case 8) Max Grav2=1145(load case 2), 14=2645(load case 11, 10=1495(load case 3), FORCES (/b) Maximum Compression/Maximum 'Tension TOP CHORD 1-2=0/83, 2-3=-1085/400, 3-4=-7114424, 4-17=-4521424, 5-17.-425/439, 5-6=-21/984, 6-7=4853/235, 7-18=-17611390, 8-18=-1788/385, 8-9=-2049/366, 9-10=-2429/360 BOT CHORD 2-16=-316/773, 15-16=-551/190, 14-15=-551/190, 13-14=-146/219, 12-13=-2111281, 11-12=-2111281, 10-11=-223/1962 WEBS 3-16=-559/233, 5-16=-147/771, 5-14=-13071303, 6-14=-2051/272, 6-13.-182/1267, 7-13=-1304,1300, 7,11=,170/797, 9-11=-547/241 NOTES VVind ASCE 7-02, 105mph; h=22ft, TCOL=6 Opsf, BCDL=6 Opsf, Category 0 Exp C, enclosed, MWERS gable end zone, cantilever left and nght exposed , end vertical Ieft and right exposed, Lumber DOL=1 33 plale grip DOL=1 33 2) TOLL: ASCE 7,02, Pf=40,0 psf (flat roof snow Category 11; Exp C, Fully Exp Cl= 1 3 Unbalanced snow loads have been considered for this design 41 This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 40 0 psf on overhangs non -concurrent with other live loads. 51 This truss has been designed for a 1430 psf bottom chord live load nonconcurrent with any other live loads 6) Refer to girder(s) for truss to truss connections 7) This truss is destgned un accordance with the 2003 Internatronal Residential Code sections R502 11 1 and 81302 /0,2 and retere standard ANSIfTPU 1 LOAD CASE(S) Standard 9 it WARNING VertIg design peon meters and READ NOTES ON TAWS ASS) INCLUDED MITER RE,PgRENCE PAGE MN 7473 BEFORE USE Design valid tor see poly gethi Welt connectors. Tag design 4 bused ority upon, pororneters shown. and is Sot on egolteideoll beitding component. Appficoblity ctesign, ppromenters orid proper tricorporation a component is responsibility of bogging designee - rici truss 14e0o. brodrio shove, la for Volerse supporl of individual web members oily A dationat Oempoogory bracing 19 insure stability during construction is the respowsibillity of the erector. Asidgproce peasonent broceng ot the overott structure Is the responsibility of the balding designer, for genera guidance regardtrog Olobricalion, ,goolity controt, storage, C:WiVery. erection tar bracing, CCOSWOt ANSinfill Cleanly Criledo. 0S6439 and PCSXI 'Wilding Component Safety information agollobie Prom Truss pigte lo$Kfule-56.3 29420041io DH.ne, 533554,40n.. WO 93719 February 9,2006 77 Greeribads Lang Suite 109 Citrus Heights. CA 95610 Tek* Job 50-002360 El IDROP 'VC GABLE MISS' "Truss Type Sleding, Componend Systems,. Stetting, CO 80'751 1-6-0 Ply &re an ResVdence P2004 5E1 Job Reference S.2P.II°20.:Tra..... 6 200 s ,10113 2000 Mil•Tel, IncluslOes,,B8c. 'Nfecl Feb 00 1652,33 '2006 Pape, 1 6,7-0 13.2-0 14-8-0, E.7-0 6-7.0 1-6-0 2x4 MO V2D 2x.4 91170 II 3x4 MI120=7 6.00112 MI120 g 4 6x6 M1120 LI 2x4 MI120 I I 2x4 MDI20 Plate Offsets (XYlv, Lz0-0:2,072.11,13:0-3-0,0-0-1413i0-2-0,Eclgel, LOADING (psf) TCLL 40.0 (Roof Snovv-440.0) TCDL 10.0 BCLL 0.0 BCDL, "00 SPACING 2-0-0 Plates Increase 1 15 Lumber Increase 1,15 Rep Stress Ina NO Code IRC2003/TP12002 LUMBER TOP CHORD 2X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1OSOF 1.5E OTHERS 2 X 4 SPF 1650F 1.5E 6 5 7 2,4 MI120 2x4 MI120 1 13-2-0 13-2-0 2x4 MI120 II 6,6 kiii20 II 9 9 2, 24 mirza ScaIe st 132.5 CSI DEFL in (loc) Videfl L/d PLATES GRIP TC 0.43 Vert(LL) -0.03 11 nit- 120 MI120 197/144 BC 0 08 Vert(TL) -0 04 11 n/r 90 WB 0,04 Horz(TL) 0.00 10 n/a n/a (Matrix) BRACING TOP CHORD BOT CHORD Weight:5°3 lb Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (ibisize) 2=320/13-2-0, 10=320/13-2-0, 12=207/13-2-0, 13=256/13-2-0, 14=157/13-2-0,, 17=207113-2-0, 16=256/13-2-0, 15=157/13-2-0 Max Holz 2=56(load case 7) Max Uplift2=-146(load case 7), 10=-159()oad case 8), 12=-49(Ioad case 8), 13=-104()oad case 8), 14=-9(load case 7), 17= -52(load case 7), 16=-101(load case 7), 15=-3(road case 7) Max Gray 2=480froad case 2), 10=480(load case 3), 12=292(load case 3), 13=374(load case 3), 14=239(load case 3), 17=292()oad case 2), 16=374(load case 2), 15=239(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/82, 2-3=-108/53, 3-4=-61/58, 4-5=-79/109,, 5-6=-38/117, 6-7=-38/116, 7-8=-79/110, 8-9=-61/58, -10=-108/53, 10-11=0/82 BOT CHORD 2-17=-3/85, 16-17=-3/85, 15-16=-3/85, 14-15=-3/85, 13-14=-3/85, 12-13=-3/85, 10-12=-13/85 WEBS 9-12=-265/83, 8-13=-328/126, 7-14=-214/25, 3-17=-265/86, 4-16=-328/123, 5-15=-214/20 NOTES 1) Wind; ASCE 7-02, 105mph, 11=22ft; TCDL=6.0psf; BCDL=6 Opsf; Category IV, Exp C°, enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MvTek "Standard Gable End Detail" 3) TCLL; ASCE 7-02, Pf=40 0 psf (flat roof snow); Category II; Exp C; Fully Exp„; Ct= 1 4) Unbalanced snow loads have been considered for this design 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof 103C1 of 40.0 pst on overhaflgs non -concurrent with other live loads. (7-) This truss has been designed for a 10.0 psf bottom chord live load rionconcurrent with any other live loads, 7) Gable requires continuous bottom chord bearing, 8) Gable studs spaced at 2-0-0 oc, 9) This truss is designed in accordance with the 2003 International Residential Code sections R502 11 1 and R802.10.2 and referenced standard ANSiTTPI 1 LOAD CASE(S) Standard 112 ME= tin MI ME 111111111 IMMEMBEMPIEME wARrwrics vs,sy's1 purarnano,s fanct READ NOTES ON HYS AND REVERSE SIDE OUE'FOR.E; Slitart„ Design yrraid tor use orty with c onnectors. This raosign is based gray upon parameters aticavn, dont is trar an individual balding component. Appac,..:,bmty of 11' 11 gasometers )rid forager Incorporation or componeird thoponsibithy of guiding deitinainer nat. fru 1:1e5ignes En3cLns„',' Shown Is rot Ian:alai' support of Otativicatol web members only .Audisaitionol ternipprory bracing to insure. stabilitty during construction is thre gingsonsagIfty of the press tog AdeNtlionol ontarnaneut bracing of the overall structure is the resorts:nit:day of the thilidng triesigner. For general gracfacce regardIng robrICaTifort, quality a orarct. stowage: detiverg, inception and bracing, noniron ANSIOTRII Quality Criteria, 058-89 one BCSil Building Component Safety Information civailoble 76osts 1russ Plate instlfute,.583 Di 1notto 5nce, Madigan. 1I 53719 February 9,2006 ESEENEMEIME11, , c:sa 7777 Greenback Lane SOLE 0109 Citrus Reqjhts. Ca 9501f rivaishisissitir= vats, wrsirraia, as sr, ... C 0 6 6 a 33 = r E ..E. 4, JD ,f,P W 0 "'• 1ii• (9i,.,• c"-;,3,'.,-•,2,.-i3Ji,„-,,5,-,;,.',7,,'" , , , 221.'oEC(02Ebo(5 (D ...ii6;(500c3;5 O 4a, 73 3 15 -51'2:001Ei",c(_0"0D0.23:553236 C( w C 51 , 5S:3 , c5o ) 021)fl a0 0 5!!!0Fib , UC2' 30 0 R, .6 : o 11)o c(e 48( o i-2 L" 0 6 ) 0 O F, = 0 5 0 p (.1) 0 ..a) r45 c3' cpc 1 "f"If?? 0'; f: ::1,: "25 0 x .r."-.. ,.1,., E ,-e[s , ts c,...,?..? o ,,, 0 rfy., ' '1 0) ) ›','.. :.',.. 3: :...?.. 6 ' -0 0 0 ,,,, 0 512 E r.) ,,,,. 4,,„. 1,. ,5 23.1 E L -0 :-.> u, 5. ci. (,? () rf.5".: 7): C. D) CC C.) eb 2? 1. 0 c 0, 6.; 77 ,k3 .,0 a.:0 SAS, cC 115.. 1. 5515 15 15)5 17. ,rn 51 c (1) 0 15.5 CC) 24 15 (/) 5115 LU ?.C.5 .H0 dal. CillOWD d0J 5113 cr ca 0 (1) (1) .C.2„.. 0 7 0 6- <..) 1,`-.::J L; 0 ,C.? 53 :,,:: -65 51). 0- v5: . 0 E -,- 0 c: ,,,.; (?) c2 (I) 77 (.3 0 C: 2, ,; ..C. 40 ,5i. 2-22 „": 5.25 23) 0, 025,0 CN 0 5 '4 -0 .4- :VI .L' C1) X y? C ::''-':E2'" 13.: kr''"(-i'c!. 5 s.u. 5- -0 0 L.,...... ca. (.1) C a th H Ff. • 9, CONNECTOR PLATE CODE _CC b 35 p u 15 (3.051 ca L 511) 5) (1) • 6 -oa, E. (13 1 0 2,E: -5115 • 15 (.0 (I) EL: 0 CN 0 7.7j: 0 c.c. CD C.c) CD: Cr C rt:)' p .0 a 5) 1 -q? 6 b tr (1) r( o 15 6 5 E O 22 155 ED • o (.54 cc) 5cr 15 DD OD OD <0 51 7.1 o'D '(,)0 La 0- 33 0. (4 '40 CID () Truss 'Tress ' ype Job 50-00239.0 E2 Fra.14 Siert ng Component Syatems, Sterfing, 00 50761 - 1-6,0 7-2-0 13-2-0 7,2 0 9-0,0 4x13 541120 2x4 M1120 6 60 12 394 M11120 3.55,541120 29 3E9 M1120 3 M1120 P8 ara 648 Ml120 338 M1120 2.44 M111120 17 244 M220 01Y 4 y Samoan 9 este:lance 102 ] 0-0-0 R20053427 Tab Reerenee (eeeen04 gi 2E0 s J3113 3005 Wage rndasines Inc Thai Feb 419 1/.2920 2006 Page 8 2040,273157,0 7-2-0 1,5-0 131120 Scalar 3210"a '11 244 414 5 720 13-280 770 5-0,0 Plate Offsets (X,Y) [2 0-0-1,0-2-1j, t2 0-3-8,Edgej„ [8 0-3-8 Ethel )8 0-3-8 Edge] LOADING (psf) TOLL 40 0 (Roof Snow=40 0) TCDL 10 0 BOLL 0 0 BCDL 10 0 SPACING 2-0-0 CSO Plates increase 1,15 TC 0 96 Lumber Increase 1 15 BC 0 66 Rep Stress Incr YES WO 0 73 Code IIRC2003/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1 5E BOT CHORD 2 X 4 SPE 1650F 1 5E WEBS 2 X 4 SPF 1650F 'I 5E OTHERS 2 X 4 SPF 1650F 1 5E WEDGE Left 2 X 4 SPF 1650F 1 5E Right 2 X 4 SPF 1650F 1 5E 244 5/11120 M1120 29. Eel Maar) 3]24 11,40112U M0120 16 15 14 13 12 11 3481Mi020 3x4 MI120 2d4 M1120 2x4 M11020 2r4 HlizO 2s4 M1120 28,4 M1120 2,4 MOV20 1926.- 9134 5x8 Mal 20 2s4 MO 20 20, '4 11 DEFL io (loc) II/defl Ltd Vert(1.1) -0 05 2-17 >999 360 Ved(TL) -0 12 2-17 >999 240 HorziTL) 0 02 16 n/a nia BRACING TOP CHORD BOT CHORD 7, -0 9 PLATES GRIP MII20 Weight: 131 lb 1971144 Structural wood sheathing directly applied. Rigid ceiling directly applied or 6-0-0 oc bracing Except 10-0-0 oc bracing: 2-17,16-17 REACTIONS lIbisize) 2.798/0-5-8, ,5=323/13-5-8, 16=1434/13-5-8, 12=631/13-6-8, 15=1103-5-8, 13=43(13-5-8, 11=-31/13-5-5, 10=-241(13-5-8 Max Horz2=-1106(load case 8) Max Uplif442=-263(load case 7), 8=-162(load case 8), 16-=-275(load case 7), 12=-255(load case 8), 11=-62(load case 3), 10.-71(load case 8) Max Grav2=1204(load case 2), 8.552(load case 3), 16=11728(load case 2), 12=1167(load case 3), 15=22(load case 4), 13.94(load case 4), 11=58(load, case 4), 10=319(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/118, 2-3=-1061/111, 3-4=-595/112, 4-28=-14/210, 5-28=0/580, 5-29=0/439, 6-29=-84/404, 6-7=-58/444„ 7-8=-80/173, 8-9=01118 BOT CHORD 2-17=-30/770, 16-17=-38/768, 15-16=-208/190, 14-15=-208/190, 13-14=-208/190, 12-13=-206/190 11-12=-208/190, 10i-11=-208/190, 8-10=-221/196 WEBS 4-17=0/266, 4-16=-1300/279, 5-16=-867/154, 6-16=-202/7706-12=-11021269 NOTES 1) Wind ASCE 7-02; 105mph; h=22ft, TCDL=6.0psf; BCDL=6 Opst; Category 11, Exp C. enclosed, MVVFIRS gable end zone, cantilever left and right exposed , end vertical lett and right exposed; Lumber DOL=1 33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see MuTek "Standard Gable End Detail" 3) TCLL: ASCE 7-02, Pf=40.0 est (flat roof snow); Category II, Exp C; Fully Exp., Cr= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18 0 psf or 2 00 times flat roof load of 40 0 psf on overhangs non -concurrent with other live loads 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent wdh any other hue loads 7) The following joint(s) require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspe 8) Gable studs spaced art 2-6-0 oc 9) This truss is designed in accordance with the 2003 International Residential Code sections R502./1 1 and R802.10 2 and referenced' standard ANSUTPI 1 Continued on page 2 Ahh WARNING - Verify design pane dieters and READ NOTES ON TH/S AND INCLUDED MITER REFERENCE PAGE MI174 73 BEFORE USE. Desgn void for use only wth 5.18Tek connectors. This design a based onay upon parameters shown. ond 1,5 for on rndivlduice budding component Apulia:06Na,, of design, poromenders and proper Incorporation or corrmomend is resoonsiblfity or bullring designed - not triess designer Bracing shown ls for lateror support od individual' web members only Additonal temporary bracing o Insure star:115861y dunno conetructon 440 rm'ponsburety of the erector. Adthdlonad permanent bracing or rade overall] structure ds the resparmbilify of lne builoang designer For ereno guidance regarding fabrication, quality control, storage delivery erection and bracing, consug ANSI/11111 Quality Criteria, 000-09 and BCS11 Building Component Safety iniormution ovalloblie from Truss Flare Iris rrtute. 593 D'OrroMo 04ve, Modlson 4> 53719 , Norvm. February 9,2006 7777 Greenback Lane Dude 1139 Cdrus Heights, CA 95610 Job Truss 50,002360 92 Sterling Component Systerms, Slertoeig C;C}'FO75tl LOAD CASE(S) S4andard Trtass Typ7e. FINK n f';'.c see.Wn�c in12{)055437 Job Reel 4LIpI 1LILI 6.200 s Jul, 13 2005 M,Tek i neuwtrues Inc Chu I"eh V)9 1 r 7,9 SV:o :i000 P„rce WARNING verify design parameters and READ NOTES ON TICS AND INCLUDED MITER REFERENCE PAGE 5f1'-7473 .BEFORE USE. Design °vo&ld for use only wth Pdffek. connectot5,. This desogn Ps Loosed only upon parameters' shown and us Mc sol dad viduul bu Iding component. Appracc lbilid^ Hof desfgo poromenters and proper tncarporolion of component us responsibrdrty of building desugner . not truss desdf1nrr. Bracing shown 'v, for lolerod support cat'dnd5vduu1 web members only Addrtiona1 terrpurury brordug to insure stobilrty during construction usthe resporusadl ty of the erector, Addltlonol permanent bracing of the overcall structure Is the res,ponsib,Vity of the brcilding designer. For general guidonce reg0rdtrug Iobucaldor,. 90otiry control storage, delivery, aorectlon ord broang. consult ANSI/TM Quo9ly Criteria, O 849 and 1105,11 Building Component Safety Information avoiloble trent Truss Mote rest,Iule. 583 0 SIr of Rio Drive, Madison. WV 53719, 7777 Greenback Lane Sole 109 Cilrus Oleaghts, CA, 959 M iTekm Job Truss lTsType tY Ply Sawa() Ftl'Oslderire R20041663' 50-0023E0 E3GT Stoning Component Systems, Siert ity. CO 80751 ROOFTRUSS — 4-9-8 8-6-8 4-9-8 6x16 MI123-.% 3-9-0 6,00112 4x4 M11205- 2 Reference 12p1I9r91 s Joi 13 200541-elf locilasibies„ Inc Wed Feb 08 1652,34 DOE Pao t h- 13-2-9 17-9-8 21.8-8 26-4-2 + f i‘ 4-7-8 4-7-8 3-9-0 4-9-EI 6x8 M1120 tll 4 6x6 M1120* 8,6 Mtl1200i 12 11 4x12 MI120 tl 4-9-8 4-9-8 8-6-8 3-9-0 10e10 MI120= 7320 4-7-8 10 12x12 341120 cic Plate Offsets (X,Y) [1 0-1-10,9-3:0117:0-1-100.3-0119:0-3780-5-01110:0-6-0,0-71, LOADING (psf) 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL 10 0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Inca NO Code IRC2003/TP12002 LUMBER TOP CHORD 2 X 4 SPF 1650F 1 5E BOT CHORD 2 X 10 DF 1950F 1.7E WEBS 2 X 4 SPF 1650F 1 5E CSI TC 0.88 BC 0.62 WB 0.67 (Matrix) REACTIONS (Ib/size) 1=8691/0-7-0 (input: 0-3-8), 7=8691/0-7-0 (input: 0-3-8) Max Horz1=115(load case 6) Max Uplift1=-2159(load case 7), 7=-2159(load case 8) Max Gray 1=8952(load case 2), 7=8952(load case 3) 14 5 9 10x10 Mi120=7 17-9-8 -1 4-7-8 21-6-8 3-9-9 4x4 341120-0 33 4.02 MI123 II 6x16 M1120,f8 29-4-0 4-9-8 Scale = 1 55 1 DEFL in (loc) Vert(LL) -0 28 10-11 Vert(TL) -0.49 10-11 Horz(TL) 0.10 7 BRACING TOP CHORD BOT CHORD Pi:Jeff >999 >634 nia Ud 360 240 n/a PLATES GRIP MIl20 VVeight. 341 lb 197/144 Structural wood sheathing directly applied or 2-7-9 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-15138/3638, 2-3=-13053/3206, 3-13=-9880/2455, 4-13=-9694/2477, 4-14=-9694/2477, 5.14=-9880/2455, 5-6=-13053/3206, 6-7=-15138/3639 BOT CHORD 1-12=-3220/13259, 11-12=-3220/13259, 10-11=-2748/11567, 9-10=-2677/11566, 8-9=-3144/13259, 7-8=-3144/13259 WEBS 2-12=-391/1653, 2-11=-2017/563, 3-11=-885/3616, 3-10=-4070/1024, 4-10=-2064/8212, 5-10=-4070/1024, 5-9=-88573616, 6-9=-2017/564, 6-8=-393/1653 NOTES 1) 2-ply truss to be connected together with 0.1315(3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc Bottom chords connected as follows 2 X 10 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-02; 105mph, h=22ft; TCDL=6.0psf; BCOL=6.0psf, Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp C, Fully Exp ; Ci= 1 5) Unbalanced snow loads have been considered for this ,design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 7) WARNING' Required bearing size at joint(s) 1, 7 greater than input bearing size 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10 2 and referenced standard ANSI/TPI 1. 9) Girder carries tie-in span(s): 20-8-8 from 0-0-0 to 26-4-0 LOAD CASE(S) Standard Continued on, page 2 1 En 1111111 NNW MCI MI, Mt IVARNPVG Verify design parameter. and READ NO'fkgS ON Tifigi kiUggEgIME; SLOE; BEFOUE USE, Design valid for use only with ivliTek connectors. trills design is booed only upOn pdrarceters shown, arid is for on Inaiyiduai building component. Applicability of (Tiernan parameters and propek Incorporation of corbponent responstalay of Tau:Wing designer - not truss designer. Bracirig shown is rot Irderal support of indIviratial web members dray Additional temporary bras:Ind lo insure stability during construction is the responsibility of the ersector..Aciditional permanent bracing of The overali structute is the responsibility of The buiiding ciesigner. For general guidance regarding fabrication.. quality cannot storage.. delivery, rittection and bracing, consult ANSI/IRA .Quality Criteria, DM-69 dad: EC811 Bunding Component Safety Information ayalioble from Truss Plate Instigates 583 D'Ortafrio Drive, Ifillodison, WI k51719, February 9,2006 11111111.11111121111§ rIg 7777 Greenback One Sono 0109 Citrus fle,Ighisi, Ca 9561f ca Lo: HOHO d a_ 0 15- 0 H 0 HD (7.1 01 0) (ID (13 c ''" 3. 7, :3 „5. 5 b 0 0 G2 b C3 a> "'" L. .4 7) .5 0,00 o ; If.V ( (72 (ci: 0 Z < ‘64: 0 0 :2- LU IS 4- 0.. C ) IS ARE IDENTIFIED BY END JOINT 1L15' i5 c (8 (5 (19 re, L o H c 5( .s.'5.1 g2 (1 631 3 66, (11 (1 p 4, 333 CONNECTOR PLATE CODE APPRO Ca (627 4.22( .4D (2-7( 62 0- 242 - rir (0) ,0 L0 071 - cv) 04 D6 0 3 04 0- 04 40 31 5,7 C>. 0 U 30 (.,"(7c 2 CD 0: :6(:175::: '730 '9".:2;:;..; c ° 6 c4 csi .5 5 ri c: (c? 4"'„....°''' 1:(1)(7.,'":: :;)::'). 1(8 ''''' 0) O. (F. ..6. :4....;;.„ .. ,,,'.5: 1.,.::EC3E;:'":"..1'„..,a) 11 ( .V(3,6a 13 6) ,,) 45 E 2b (1) .3 .i5 r< /)«., '15 an rq -a ETD X < LLA ce: g- -1 ''''i 101., 0 > w .0. 1-45 c -0 0 c O. 0 :$ 0 tv 2 r3 3 0 kaL r.6 43) CIA (22.2 0 ('4 1919 (5) 1:3;! 104j: ("5 E": 55 400 4'42 13 ° 15 ('D (1) 71) ("4) to "0 1. (5.5,.. ;;.E. 13 8 16,6: • (.."" 13 a.) '62 9,6 E 0 851.3 6 .(C1052c5": :51,), 8- 8 o !.(7,5 ('3 12 30 >0.6- o:( (720 ,(26( E-25 c/22 < Ca. [S36 LTTOiss 50-0023f50 E3GT Stertmg Component Systems, Sterling, CO 9071t LOAD CASE(S) Standard 1) Snow, Lumber Increase=1.15, Rale Increase=1.15 Uniform Loads (plf) Vert: 1-4=-100, 4-7=-100, 1-7=-568(F=-547) NERIME wAlevannG - Veribr's6cio.,04m parrometers and READ NOTE'S Cab THIS: AND REVERSE State tarreirOabl USE, Design vollci tor use only with Welk connectors. This, dedgri pasea only,' upon parameters shown, surd is kid set indiviatual building component Apollo ability cif design parameters ond proper incorporation et c omponent Is responsibility of building deslaner - not Crud aesilsrer. BriDdha shown is tor lateral support of indivirlual web rnernbets only, Additional temporary broolng to lnsure stability daring constructlion is the responsibility or the, erector. Additional permanent bracing of the overall struclure is the re5ponsitidllty ot dee builalng deslper. For general golden,: e regardlng Tabriceittion. (toddy control, storage, delivery, erection cued bracing, octribult ANSINNI Quohly Criteria,. 51H-89 and EI,CSII BuSding Component Satety InComnotion 80 8 11rn Rote Institute, 583 ldisellniatdo Drive.. fAc/diSOn 'VW 5371,9 Truss 'type ROOF I RUSS )ty Sauetto ReSide.rice R20041063 2 Jot, ReterenbetAutiortall Ett.200 172113 201t7l';t:itErtt;t Olkibankebt Wea Fes 08 2f .52:34 2006 Pagir 2 MI MISME2 1122 MIEN Ma 51111 MIN 11112111111111151,..1111, Ilit AIN,1111111.11111111",1,.... .. ...X,' ;.. /CI': 7777 Greenback 1„.ane am inane' !Suite 8109 Daus NAighIs, Ca 9561 111» 0 111 c5 ° "1 0 $ir, 15 6 -0 Cr 0 111111 '1Z „ 6 »), 0 L111,41) 0HOHO dO1 5.13 11 0 0 7 o 111 o b 0 „, c 0 ..,: „4",. •`3 0 04 CD 111 .c-a '7) (a 0 5,- ,11 0 111 0 0 1. 5.) 0 11 0 (11 (3) 0) o 0 41 1:) 11 (1)>34 cp j 51: co 1:5 e co 0 0 1.4 0 -o 0 eV (51 z 15 0 z 0 t.14 z 144 toe (r) 1 Cer Z. tt < 1- ti) w u z CONNECTOR PLATE CODE APPROVALS 6 0431 tr. Re. der (g) ro" 111 c.) 13 :,, 111 11) 111 E t.".1? c31 11 11 '16 r-y Cf) 4.7 11 F,J,„,: 2c 1-5 13 0)co, 1.1v> r— 1; 0 C) '15 - () C 111 o g F (3) .„ c, gegeg cg c c et, r.1) PP -0 (3/) .12 $2 112 -55 15;5:„ 101 0 13 11 11 15 (I) 11 111 113 0 '1.11 ,341 1-1 / a1 < Job. 50-002360 Truss SRerling Componenl System, Sterting,, CO 60751 1-6-0 6x6 MI120 57.9 31 Trusiglipe 090P ITC GABLE 14.3-0 14.3-0 4x4 1,41120= rty 1 0 Savven Residence R2934 664 Job Reference f0si82paill) 6 200 s Jul 13 2005:10(Telrleaalli5.55, Inc Wei Feb 06 14 52i35 2060 eiRge1 28-6-0 14,3,0 13 14 6x6 1,41120 RI 15 3a-0-0 1-6-0 Scene 154 5 29 28 27 26 25 24 23 22 21 20 19 15 6.6 M1120-55. 28-6.0 28-6,0 .7.11e4 rdI7,20= Plate Offsets (X,Y): [2:0-0-1,0-2-1],[3:0-3-0,0-0-11] [4 0-2-0.0-0-15), [50-2-0,0-0-15], [6'0-2-0,0-0-15], [70-2-0,0-0-15), [8,0-2-0,0-0-15J, [9.0-0-0,0-0-0],[10.0-2-0„0-0-15], [11:0-2-0 ,0-0-15], [120.2-0,0-0-15], (13,0-2.0,0-0-15), [14 0-2-0,0-0-15], (15 0-3-0,0-0-111 [16'0-0-1,0-2-1], [18.0-2-0,0-0-13], [19 0-2-0,0-0-13], [20:0-2-0,0-0-13], [21,0-2-0 ,0-0.1311120-2-0,0-0-13] 1,23:0-2-0,0-0-1311260-2:20-0-111, [27:0-2-010-0-111128 0-2-0,0-0-1.111290-2-0,0-0-111 j30•0-210,010.111 F31 9.2-011 ,0-0-1_ SPACING 2-0-0 CSI DEFL in (Ioc) 1/dell L/d PLATES GRIP' Plates Increase i .15 TC 0,43 Vert(LL) -0 03 17 n/r 120 M1120 197/144 Lumber Increase 1 15 BC 0.08 Vert(TL) -0.04 17 n/r 90 Rep Stress Incr NO WB 0 14 Horz(TL) 0.01 16 n/a die Code IRC2003/TP02002 (Matrix) LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10 0 BCLL 0.0 BCDL 10 0 LUMBER TOP CHORD 2 X 4 SPE 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E OTHERS 2 X 4 SPF 1650F 1,5E BRACING TOP CHORD BOT CHORD Weight: 131 Ib Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceilong directly applied or 10-0-0 oc bracing REACTIONS (Itafsize) 2=328/28-6-0, 16=328/28-6-0, 25=230/28-6-0, 18=208/28-6-0, 19=247/28-6-0, 20=239/28-6-0, 21=240/28-6.0, 22=239/28-6-0, 2,3=244/28-6-0, 31=208/28-6-0, 30=247/28-60, 29=239/28-6-0, 28=240/28-6-0, 27=239/28-6-0, 26=244/28.6-0 Max Horz 2=117(load case 6) Max Upi7(12=-99(load case 7), 16=-120(load case 8), 18=-59(load case 8), 19=-91(load case 8), 20=-90(load case 8), 21=-86(load case 8), 22=-56(load case 8), 23=-39(load case 7), 31=-64(load case 7), 30=-88(load case 7), 29=-90(load case 7), 28=-86(load case 7), 27=-55(load case 7), 26=-38(load case 7) Max Grav2=487(load case 2), 16=487(10,3d case 3), 25=230(load case 1), 18=295(1oad case 3), 19=357(load case 3), 20=344(load case 3), 21=-348(load case 3), 22=343(load case 3), 23=368(load case 3), 31.295(load case 2), 30=357(ioad case 2), 29=344(load case 2), 28=348(load case 2), 27=343(load case 2), 25.368(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/82, 2-3=-140158, 3-4=-97/65, 4-5=-88/85, 5-6=-88/111, 6-32=-88/148, 7-32=-21/153, 7-8=-86/198, 8-9=-95/237, 9.10=-95/237, 10-11=-86/198, 11-33=-21/152, 12-33=-88(142, 12-13=-88/92, 13-14=-88/49, 14-15=-76/42, 15-16=-122/39, 16-17=0(82 BOT CHORD 2-31=0/155, 30-31=0/155, 29-30=0/155, 28-29=0/155, 27-28=0/155, 26-27=0/155, 25-26=0/15,5, 24-25=0/155, 23-24=0/155, 22-23=0/155, 21.22=0/155, 20-21=0/155, 19-20=0/155, 18-19=0/155, 16-18=0/155 WEBS 9-25=-189/0, 15-18=-268/94, 14-19=-313/113, 13-20=-305015, 12-21=-308/110, 11-22=-303/80, 10-23=-327/64, 3-31=-268/99, 4-30=-313/109, 5-29=-305/115, 6-28=-308/110, 7-27=-303/79, 8-26=-327/63 NOTES 1) Wind ASCE 7-02; 105mph; h=22ft; TCDL=6.0psf; BCOL=6 Opsf; Category 1, Exp C, enclosed, MWFRS gable end zone; cantilever left and right exposed end vertical left and right exposed:, Lumber DOL=1.33 plate grip DOL=1.33, 2) Truss designed for wind loads in doe plane of the truss only For studs exposed to wind (normal to the face), see MiTek "Standard Gab End Detail" 3) TOLL ASCE 7-02; P1=40.0 psf (flat roof snow); Category 11, Exp C, Fully Exp.; CI= 1 4) Unbalanced snow loads have been considered for this design 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2 00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads, 6) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads. Continued on page 2 11 1N NIMINVISorn 111N 1111111111 EINIESECOMMENE ea MN Wittertethe Verify elcoNgo. koonNoters and R.EArd, NOTES: IRKS AND REVERSE ,511.NE, I.:MTN:PRE USE'. Design valid tor iase only with 1,4(0k cg)rine,ctofs. this flesigh is based only upon pcihanseters shame oral is far an Individual building component. Applitabifity of desiteri eararne Vats and proper Inuhr gorat ern or component iS 7E,'S1 77 si,71Ci7y of built iinp designer net tees designer. Bracing shown is rat laterai support of individual verib r'nern7 er5 only, Additional rerepecliry bracing to insixre stability during constructon itt the respongteley of the erector. Addi7ional. perreopent bracing of the Ovel'all STructure 6 tee responsibility of the bullding desrgner Fere general guidance r1't4rt4r ding fabric ation, goody h antroi, fticitage, cielP very, warthog prod tadcing, consult ANISliTPIli Quality Crltlerld. D58-89 dtld BeSdil Building Component Safely Informatio9 available 11are Tfuss 7lane Rreetutrit, 583 D'Onarrip 7give, legadisoni 00i 53.757 February 9,2006 ENVIVISSIP .'" 55377,ded 7777 Greertack Lane 46 SRRite 4105 itritm 7 elgtfs Ca 956'9 rerrr T ;'rea a -MX 4- E41 9x 444 414 41 4-4 44, 4.0 44 O r3; (105 00)▪ 14 44 0 F ° (15 Oa (1) a:, ,o 1:0 SP) ro) ()) -8. 2 8 ,-, 33 43 > TC 6;: *C▪ 00i) 440 a — .0 -- -2 15 1,12 4714 0 9 Z Ca) (I) 0 CE: 0 c‘r 0 4141 0 (14 400 1) 9 a 01-10 dOL aal a, 'e c- 40) ,,! ) .,)1•14 .4c ' oa) 4),,) .8 (4)7) Cr ) , 41. 41) .'((JC,;. L71) C „a, a.) 0 0 6 "a)'',..'„). '0 0 (.0 0 F2 c i,. cr)7 c/,c '2 _ a) C) le?.:,„ c:- 9.) ' .°) c5 ,..,' Ir. ,:,,, )„, :: ,2E.1) .)) ( 1 o c,',. (,,,,kli,..,! 2), c..: , 0 r„) .- 1'. ('-) „ o.,) t! al Er : .' " 71;0, 0:, 0 0 1,1. 0 6 P 7 u..., c, ,,, c..J 000'2o ° 0 .,i:, (.2, b T .7 6 0- C. 6 '.`„.3 '1J ::),., (c),>:: ,E ''''2::,',.') '')"r'')). ''::'''11') 64,)„,,,.:',' ,,,,,,?c'5''' :'''''',':', ':))((''."1.1:). ,4,o:F':, rc,,,c. i, ,, 7; '''' IP:32')} 1)Pc'r:):") c7:1);'; 1PP'1). C:73)'i '01; T-.) 3 6 0 .1 a ,,,. (.'1: 9., ';''. .43 ",.'-() .c."3 ,,,, ,9? ,,,,, ia. 73 8 ...i, 0, ,,,. 4, ...., .c...,,,i F:., 92 .., ,...,.. „,,, ,...„..- ,-,.., () ( ,...,7E 4c ' 0 f 0 (., 0 -) "F...,. '..) c -... a6 a) (a Q „, c, ry) 0 0 ) 0 0 CD 'CC) ..,0. .7„,‘ Ca: r.' ''3 .„- 5 :,,,, 1,„1,, ,i3.,‘, r,,.::!, ._.„),. c.' s ,,!:::,' Ca 0. '.a.. CD CD "Kt '5 aa 2, ) R., 1.; 72, ). 0 6 '1) F ) ,,1C. It T), 0 2 0 0 4.) 0 0 c) at DC-12 ('' '..,''). E ,,..,., 0) , o 0 '- 0 .0 0. '0 0 p ,,E40' ')., .,4' .' 4 c 0 CD, 0 "c"0 ,5 my oi ca CD c. )))) .0 (1) 31) 17 0 7▪ -1 (1) 0 C) C ID c,;) 0 ,,c) 4c3, 0 a 311 -C) C 4444 0' C ▪ (1) MiTek 20/20 w 10 NJ I—••• EL, X 71- CI) 0 w u.§ Z....... 2 (..) 0 (o) 0 0 11OO1 (o...) ( ) ICE) 0 oCE) fl C Type 5SiTail23E0 Tr -rise F " "Trna7s- DR0P TSE CARA E CEY 2 Resivence PIv R2004 iii Job Reference (apbonai), Comboneni Sysiei Sieriing 00 807E1 G 201 S 2005 Miek Induednes Inc Wed Febdfl 16%52 35 21306 Page 2 NOTES 7) All plates are 2.x4 MI120 unless otherwise indicated. 8) Gahle requires continuous bottom chord beadnp. 9) Gable studs spaced! at 2-0-0 oc„ 10) This truss is designed in accordance with the 200.3 International Residential Code sections R502,11.1 and R802.10,2 and referenced standard ANserrPI LOAD CASE(S) Standard MN 1 1111111 11111111M UN I AM ISISOMISEI IWARnitiedi! Verity design gond mete is died MEAD alisTi rues AND FLEVErdiale S BEFORE LIS& Design valin1 for use oniv wilh MI Tel«sonnentors. This (design Is based only upon parameters shown, and is for ari individual bails:Mg nornacinere. Applicability of design priadmeters aria proper incorporation of component Is resoonsibill Ty or bulls:Eng designer.' - not iced designer arguing shown is for (Weird appoint of individual wets diesitinbers arty Additionoi tetrportuy bracing to insure stability duling construction is the resposerbility et aters erector, Addiriandi pease:nerd OrCIICIng or the idyerolt stionti ye is the responsibility of The buialing designer. For aeriefoi guidance fedi-Ns:Ting fobricotion, anglify control, recut Igo, delivery, erection and bracing, consue ANSI/(PIQuality Criteria, 050-89 dna 000I1 Building Comporiient Safety Information ovosabie born Truss Rote institute, 583 Cs Oradea Elirive, Madison, 'PE 53719. INISEMEINEENIEK 7;77 7777 Greenback. Lane isoniSib 51 tania Cibus Heights, Ca 95eeld C 0 0e: 4a'c30(0d111:91 ":,'1›:,1:1, . .. E.c1gP:oD,)- 7-1f0(0I0P2c000V,3.5-1'A': . ) .4R)"00_.2t000E?..,.55.1 .,. ) a2Q4,L6L,C0aa1rI.6.)•.:.:.,.•" .. d64o0a022E12E)). , 51 0) d 0 .i.P6 . 4C21C060c34:26"D,:) . , " :-11(L01''2a'':'")11j':))Y.a. ....' i'4..•e„61L72C:-:.l-: l6E'(:12"0:1')j:(0) > o Cl 2 50 .Cay ) 3)1L114)'.. .. ,.1,.E"c.L90P).D:...:,::.:;i:.,.':....)).:E1 (I E1 45 c ,20c"(1 ( 1 5) n;:; :::. 3a .....0 6 ..0 44), 44- •,•:.1;5.1) ..1)(41:314 1: 6 , " 0- p6t :1,r3n: " tac02i:o,),.1 ) "'E90bCE(aPiA"1.;i.. • . ), „ 31tD94(200E,o:,.19.,Ti'11. S-Az0cp(,0,2- ) a 210$C1:z5S,;(; ii.p i 5 0 ,0 )9 1 E kb;; a5 2 5 ::"!1:5 0 -,i()tc 1Et,,:O9)'ct) ao L4a, 0 afE.C)9 Ia ()() .• 11 1 Ef a). OHOHD EJOI CS) +7: , 4- (2) Ci*(73 0 0 It 5 d 57 7- w CT CI cp ° LU 0 ir•-• Uw 2 -o Z C5.1 5 EY 7 LAL LAI >- Ca 5Z < cED Zw 0 - 411 < ei) ter 41.1 0 LAO LI1 Z < < 0 vD (4 cc u)Z1.4.. Ow LAJ Cr. Ca 0-4 0 6 --: > 4n 0 a) er "5 9); a; c -0 0 c z sr, CONNECTOR PLATE COD LATERAL BRACING Er a) 11111111111 r ))22-.0. • •0„.6..)sr 6E4' 4'2 ",/1 11 '8 0 1 ,c2 1/1 r, (,D 0 9C:"?.1 C:,! 13- )1"'""p ap,t Cr c)41 2 E n 0 1,),, 6 ';...12 r11"r) c"11' '0 0 L () 0 66 6 -5 0 • 0 (:19 540 0 3,- o 15 0 a :s « c oc.) 11) ,LL 0- Vs C(l- c"5 dT.1 E5. "t) 21f u) (2,) <3 flcn 350 Truss Truss Typely :Sampan Residence R.200564',36 50-05/2530 F.52. 63335,35 Job fT:&erentje optr.orJat Stering Component Systems Stesting CO 80751 6 200 5 Jul Id 2005 bilusInds ins Thu, Fels T 29,21 2003 Page 1 f5, 156.0 7-3-1 453 1120 .".1x4 5111215 1,51 P,,1420 558 MVO 4 14 251 MI120 14-3-0 21-2-15 3335.35 6-11.'15 353 311{26 7 351 t 3 0-12 7-3-1 13 5,11 Plate Offsets i,X,Y)i [2050-4,0-1-12], [4•0-358,Edge], [60 38,Edge[ [80-0-4,0-1-12] LOADING (psf) TCLL 40 0 (Roof Snow=40 0) TOOL 10.0 BCLI_ 0 0 BCDL 10 0 551 341t23 30, 13 1' 11 34 N711120 24:4 1d1120 355 6333 3 3x'3 MII20 '3536.6 711 14.9.4 2132-15 2460 150-8 1 7-351 1-6- 0 Scale 53166r SPACING 2-0-0 CSI DEFL in (loc) 1/dell L./d PLATES GRIP Plates increase 1 15 TC 0 80 Vert(L14 -0 07 2-14 >999, 360 MI120 197/144 Lumber Increase 1 15 BC 0,41 Vert(TL) -0 /4 2-14 i>999 240 Rep Stress her YES SVB 0 91 Horz(TL) 0 04 5 nta n1a Code IRC2003/TP12002 (Matrix) LUMBER BRACING TOP CHORD 2 X 6 SPE 1650F 1,5E 'ExceptToP CHORD 1-4 2 X 4 .SPF 2100F 1,8E, 6-9 2 X 4 SPF 2100F 1.8E BOT CHORD BOT CHORD 2 X 4 SPF- 1650F 1.5E VVEBS 2 X 4 SPF 1650F 1 5E SLIDER Left 2 X 4 SPF 1650F 1 5E 3-11-4, Right 2 X 4 SPF 1650/ 1 5E 5-11-4 REACTIONS (1b1s1ze) 2=936/0,3-8, 13=1774/0-5-5, 8=1004/D-4-0 Max Horz2=121(load case 6) Max Uplift2=-351(load case 7), 113=-159(load case 7), 5=.3112goad case 8) Max Grav2=1392(load c.ase 2), 13=1774(load case 1), 8=14900o:1d case 3) Weight: 133 Ib Structural wood sheathing directly applied or 5.7-12 oc purlins R¢giid ceiling dlrectly applied or 10-0-0 oc bracing Except. 6-0-0 oc bracing. 1,2-13 FORCES (lb) - Maximum Compression(Maximum 'Tension TOP CHORD 1-2=0/82, 2-3=-1494/302. 3-4=51205/323, 4-15.-167/244, 5-15=0/296, 5-16=-110/291, 6-16=-3621259, 5.7=-1395/384, 7-8=-16921362, 8-9=0/82 BOT 01-IOR,0 2-14=-21811087, 13-14.-222/1077, 12-13.-85/100, 11-12=-172/1248, 10-11=-17211248, 5-10=-168(1259 WEBS 4-14=0/284, 4-13=-1366/317, 5-13=-1242144„ 5-12=-112/690, 6-12=-1360/312, 6-10=0/294 NOTES 1) Wind ASCE 7-02, 105rnph h=22f1, 7001=6 Opsf, BCDL=6 Opsf, Category ll, Exp C. enclosed, MWFRS gable end zone, cantilever left and right exposed , end vertical left and night exposed, Lumber DOL=1 33 Wale grip DOL=1 33. 2) TCLL ASCE (-02, Pf=40 0 psf Tat roof snow), Category ll, Exp C; Fully Exp , Ct= 1 3) Unbalanced snow loads have been considered for this design 4) This truss has been designed for greater of min roof live load of 18 0 psf or 2,00 times flat roof load of 40 0 psf on overhangs non -concurrent with other live loads 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6) Thus truss is designed in accordance with the 2003 international Residentlal Code sections 6502 11 1 and 6807 10 2 and referenced standard ANSI)TPI 1 LOAD CASE(S) Standard 11661 WARPING - Verify design parameters and READ NOTES' ON THIS AND VIC83I3)E1.7 MIMIC REFERAN04 PAGZ Mg 7473 BESORE VW, Design solid for srse only Mtn 556te3, connectors. This fiesiguri is based only upon porrurneters shown, ond is for on indisfsluot budding cornporent App5cablfiN or design commenters ond proper incorpordqcri of component is responsibitity of bulging 53eggner - not truss ode.signer. Bracing shown ls tor totersgt support' of indi.siducif web rhernbe55 only. Additional Hernporory brocing lo insure 51abifity during construction is the respansbittity or the erectsur. Arlditionat permanent brassing of the oshrott h t e. the responigtuility of the bulldkng 78= 33301 1039011dird guidance regorging Pubrication, guotity controti storagede3ivet5, erection, owl brogihg, c.onsutt ANSI/TPII GRKIlityCdterlo, D5S-89 end SCSII Kunding Component Safety Intaamonon (wadable: from Truss Plate Institute, 783. D'Onotho Drve, Madison 019 53719 rr 5.505N'rnma"-"''' CC iON February 9,2006 7777 Greennack Lane 0,,00 109 Citrus Haighls, CA 9561 110 ek• ,BoS, Truss Truss Type 15).ty 9'16 50-9122300 POOP TRUSS 3 Sauvan esttlenne 54207155439 Job Reference (op77cs,)80 Stsessg COmponent Systems, Stenting, CO 50729 6 200 s 1353505 MiTee lediplues [die Feb 09 a 28 23 2006 Sege t 36 I mir20 364 M 364 MI120 6 00 565 7711120 74 2774 MIII20 14-3- 0 Ott- 35 7.3-1 13 5 12 5269 6,5211 Plate Offsets QX,Y): [20-1-6,0-2-8)5[4:0-3-8,Edgej, [6.0-3-8,Edget [80-1-12,052-4] LOADING )psf) ICU 40.0 (Roof Snow=40.0) TCDL 10 0 BOLL 00 BCDL 10.0 215265 25-6.0 6.11 75 7.36 668 547128 Scale 6 1 62 5 5 5975 MII.270 t5 12 't in 77 7165 747020 7'164 MI120 264 0I1253 3.64 MI120 1778 364 51.1420 5,6 N,i;120 324 M r1:203 21-2.15 35-6-0 6-5-11 62.1 CI SPACING 2-0,0 CSI DEFL un (loc) 1/dell Lid PLATES GRIP Plates Increase 1.15 TC 1 00 Vert(LL) -0 08 6-9 >999 360 MI120 197/144 Lumber increase 1 15 BC 0,45 Vert(TL) -0 16 8-9 -,-999 240 Rep Stress locr YES WB 0 93 HorzlTL) 0.0.4 8 n/a Ma Code IIRC2003/TP12002 (Matrix) Weight 131 Ib LUMBER BRACING TOP CHORD 2 X 6 SPF- 1650F 1 5E 'Except* TOP CHORD 1-4 2 X 4 SPF 1650F 1 5E„ 6-6 2 X 4 SPF 2100F 1 SE BOT CHORD BOT CHORD 2 X 4 SPF 1650F 1 5E WEBS 2 X 4 SPF 1650F 1 5E SLIDER Left 2 X 4 SPF 1650F 1 5E 3-11-4, Right 2 X 4 SPF 1650F 1 5E 3-11-4 REACTIONS (H)Ze) 2=95350-3-8, 12,1752/0-558, 8=843/0-4-0 Max 1 Iorz.2=139(lo77d case 6) Max Uplif12=5355(load case '7), 12=-155(load case 7), 8=-267(load case 8) Max Grav2=1404(load (-ase. 2), 12=1'752(load ease 11. 8=1235(load case 3) Structural wood sheathing directly applied Rigid ceiling directly applied or 10-0-0 oc bracing, Except' 6-0-0 oc bracing 11-12 FORCES )lb) - Maximum Compress/on/Maximum Tension 10P CHORD 1-2=0/82, 2)3=-15211311 3.4=-1229/332, 4-14.-193/246, 5-14=0/278, 5-15=-1435296, 6-15=-398/263, 6-7=-1472/402, 7-8=-16991375 BOT CHORD 2-13=-2390110, 12-13=-2440099, 11-12=-70/77 10-11=-2300317, 9-10=-230/1317, 8.9=-226/1328 WEBS 4-13=0t265, 4-12=-1364/317 5-12.-1219/46, 5-11=-120F706, 6-11=-1406/334, 6-9=01295 NOTES I) Wind ASCE 7-02, 105mph„ h=228; TCDL=6 Opsf; BCDL=6 Opsf, Category 1 Exp C, enclosed, MWFRS gable end zone, cantilever left a,nd right exposed , end vertical left and right exposed; Lumber DOL=1 33 plate grip DOL=1 33 2) TCLL; ASCE 7-02: P1=40 0 psf (flat roof snow); Category 11, Exp C Fully Exp 077='I 3) Unbalanced snow bads have been considered for this design 4) Thus truss has been designed for greater of min roof live load of 18 0 psf or 2,00 limes flat roof load of 40 0 est on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss is designed in accordance with the 2003 international Residential Code sections R502 11 1 and R802.10 2 and referenced standard ANSI/TPI 1 LOAD CASE(S) Standard WARNING Verdp design parameters and READ mins ON T7VS AND INCLUDED MITER REFERENCE PAGE AM 7473 BEFORE USE Design yafid for use only teeth Wee connectorsthis design is based only upon parameters shown and is /777 on individual building component Applicability or design oararrionters and draper incarporoiort of component is responsibitity of building designer - nal truss designer Braising shown is for lateral support of indie7doal web members enty Additional temporary bracing to insure stability dump construction is the resparisibPaly of the erector Additional permanent bracing ot the overall structure 1197711071160171inly of the building designer For general guidance regarding fabrication, durably controlstorage deilYerry, etention onsi bracing consult ANSI/Tall Quality Criteria, [nate'? and SC5I1 Building Component Safety In1:arm:41ton Prinsilobte from Truss Prole inslitole, 583 Entitnofrin Drive Madison, 97I 7773719 PA„.. February 9,2006 7777 Greenback Lane State 109 CM -vs Heights, CA, 5,3565 ek 36b-Truss. TrussType r51 Sun Resslen R20(141657 50.002300 F3 ROOF TRUSS 1 Job Reference (optiona) Sleang Corripon6/Ano SysIons, S erfung, co 50751 6 200 s ,1u1 '13 200111,;11Th 0la26SMCti,1 Nod Feb 06 16/52:36 21706 0/49e. 1 7-3-1 14-3-0 21-'2-15 28-6-0 • 30,-0-0 —f- 1-070 176-6. 7xEf M11200 6.06 riT 6013 MI120-%; 113 12 2x4 MI120 il 4x8 M1120 4 11 '10 9 3x6 M1120,-"- 3x4 MR20,7- 344 M1120= 13/79,12 4- 1_4-91 7-3-1 6-5-11 7-0-8 6-5-17 7-3-1 Plate Offsets .)(_.„Y_I__1„2:0-4-0,Edgeltp:0-5.9_,0-3-4],_10-5-9.S_I-3-4.1.,16,0-4-0Edgel 2x4 MI120 I I LOADING (psf) TCLL 40.0 (Roof Snow=40 0) TCDL 10,0 BOLL 0,0 BCDL 10,0 SPACING 2-0-0 Plates Increase 1 '15 Lumber Increase 1.15 Rep Stress 'nor YES Code IRC2003/TPI2002 CSI TC 0.95 BC 0.72 WB 0,89 (Matrix) 21-2-15 28-6.0 DEFL in (loc) I/deft L/d Vert(LL) -0.15 2-12 >999 360 Vert(TL) .0 31 2-12 >999 240 Horz(IL) 0 12 6 n/e nia LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1 8E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1,5E BOT CHORD WEBS 2 X 4 SPE 1650F 1 5E VVEDGE Left, 2 X 4 SPF 1650F 1.5E, Right 2 X 4 SPF 1650F 1 5E REACTIONS (lb/size) 2=1852/0-3-8, 6=1861/0-5-8 Max Harz 2=123(load case 6) Max Uplift2=-433(load case 7), 6.--438(ioad case 8) Max Gray 2=2230(load case 2), 6=2238(load case 3) PLATES GRIP MI120 197/144 Weight 115 Ib Structural wood sheathing directly applied. Rigid ceiling directly appiied or 10-0-0 oc bracing, FORCES (Ib) - Maximum Compression/Maximum Tensbn TOP CHORD 1-2=0/82, 2-3=-3265/493, 3-13=-2037/368, 4-13=-18(8/402, 4.14=-18771400, 5-14.-2036/366, 5-6=-3232/487, 6-7=0/83 BOT CHORD 2-12=-376/2657, 11-12=-375/2660, 10-11=-101(1644, 9-10=-264/2625, 8-9=-264/2625, 6-8=-265/2622 WEBS 3-12=0/301, 3-11=-1332/309, 4-11=-109/709, 4-10=-107/698, 5-10..1299/303,, 5-8=0/298 NOTES 1) Wind, ASCE 7-02, 105mph; h=22ft, TODL=6 Ops1; BCDL=6.0psf; Category If; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1,33 plate grip DOL=1,33, 2) ICU.: ASCE 7-02; Pf.40,0 psf (flat roof snow); Category II; Exp 0, Fruity Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18,0 psf or 2,00 times flat roof load of 40 0 psf on overhangs non -concurrent with other live loads 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802 10 2 and referenced standard ANSIITPI 1 LOAD CASE(S) Standard Scate 116".1' February 9,2006 ISSIS Si EMI USK SIMISISS El 1 ISSISSIS meow f SEM AMESSZEP SISSENESIENRIES/ , ,;,14 Win' Greenback Lane xxxxx toss (it, w.4•473;7106 desqprz 1.parfanruelers und HEAD erxr..res rrev rms swEr .g.tgeolgn rgerr,' Design voiid for use only with tigers connector7. this design is biased chily upon parameters shown, Ord i!J for an individual beikaing c proponent Sean 4109 Applioubliay of fJeklign parameters and empty incorporation isif component is responsibility of buds:Sint) designer - nor truss desigice7,BY0Cing shown Citrus Heights, Ca 9561, rs for loresoi sigripot of irtorivtguid web members only Adiditionct narbibicifork Casts:Mg 4"ISUre0t,DbldIty denng construction ;.:r the responsibility of the erector. AddIficiikot permanent Gracing of Me overatl structure is the respicriSibatty of the b4Mdi1 ' designer. For generoi guidance regarding fatirimution, quality control, storage, igeriiitery, erection and Lambing, corksutt ANSI/117H Quality Criteria, 0535-89 and Bag Building Component Safely Informahon cm:AI:able (torn Truss Plate insilltutu,583 D"Canoiftio Drive, Madison, WI te1t/ I 3. T 7>0 fro 0 u (10 LOCATION AND ORIENTATION , 0 3, '.,)) 0 0 (V, 1,N ())) 0 24 if., 'P t,•,, (3 (1)1:17", 0 c') 0 ) ,111' ).:, a' ,(,. ,,,,i.",',. ..-E,..,. ,1'). rl 0 ,.) ;:.,:, 0: ;,,. „.r: ,Du c.) .,,C34 11: 1b 37 N 0 ,,..3 ?, ,20., ,(',.,-•.,,. riii,i.. , ,0, o) 0 ,D (13 0: (.,2, P P )0: ° 011 0 / • 0 „„,:, 7. 0 0. 0 0 16 r 0 '0 E- 0 0 0 0 ..., g ;(5. p . , , ,.. ai , .5 ..., ,,, 1..., L .... , , 6 ,0 5 ('',,) ',,,- C 3 , - )1,,,::::.1...)! • 0 0 0 11(0 (0 :, 0 0) , 0 8 20 •0 (,)A 0, A 0 (D 0 0 '13`) .--(0",, ,1). L' 0). 0 0 0' ) ('',, I?' -". 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L-1011-i1 C 13-1 cr) 0 0 0 c (,) 9 co 3.5 o 7j1 ,(.`,1„)11) r):°f.9 .3-37 L7 12 0 (.) uJ o „T! n U- LU t- 11 uJ w < 2 -2. '77'( Zc w UJ uJ M, Ca Z Z 0 -' < a: 9, 6 cra 114 o= 0 U4 U./ 11) L▪ T. Z• w v) • w De co 7,5 _TS Z Lu N I 0_ CONNECTOR PLATE CODE 0 C...3 crS 0 )1)1111,11h, 1111111111111111 11111 'HI 11111 111 1111111111111111 Bob 50•002360 rruSS 05 TKisis Type ROOF i1FRUSS SaliVan ReSiderme R20541658 5trigino Component Si/seems, 5 emirs CO 20751 a a .60 afaaa 7.3-1 1..613 7-3-1 7x8 MI120 11 Plate Offsets JX,y), [20-4,9,Ed LOADING (psf) TOLL 40 0 (Roof Snow=40 0) TCDL 10 0 BCLL 0.0 BCDL 10 0 12 2x4 Iv91120 II Job Reterencepetiondat 6 irriKii s Jul 13 2005 riii7114iairadrislries, Feb CA165137 2006 Rage 1 14 3-0 21,2 15 28ii413 7iL. 111.6-12 7.3-1 SPACING 2-0-0 Plates Increase 1 15 Lumber Increase 1,15 Rep StressIncr YES Code IRC2003/TP12002 LUMBER TOP CHORD 2 X 4 SPF 2100F 1 8E BOT CHORD 2 X 4 SPF 1650F 1,5E WEBS 2 X 4 SPF 1650F 1.5E WEDGE Left: 2 X 4 SPF 1650F 1.5E SLIDER Right. 2 X 4 SPF 1650F 1 5E 3-10-10 REACTIONS (Ib/size) 2=1863/0-3-8, 7=1089/Mechanicat Max Horz 2=141(load case 6) Max Uplift2=-435(load case 7), 7.-324(load case 8) Max Gray 2=2235(load case 2), 7=1976(load case 3) 6-11.'15 4x8 MI120= 4 11 10 9 3x4 M1120= 34 M1120= 3x4 1,11020= 8 2x4 M1129 1111 3x4 7x8 MI120 11 37.4 MI120iiin 41791 21,2.15 28.4 8 6-5-11 1013 0ii5.1 1 7.1.9 CSI TC 0.94 BC 0.72 WE 0.88 (Matr)x) DEFL 31 Vert(LL) -0.16 Verl(TL) -0 31 Horz(TL) 0 12 BRACING TOP CHORD BOT CHORD (loc) 2-12 2-12 7 Udell Ud >999 360 >999 240 nia nia ats PLATES GRIP M1120 197/144 Weight: 11'7 Ib Structural wood sheathing directly applied, Rigid ceiVing directly applied or 10-0-0 oc bracing, FORCES (Ib) - Maximum Compression/Maximum "Tension TOP CHORD 1-2=0/82, 2-3=-3274/497, 3-13=-20,64/374, 4-13.-1781/408, 4-.14=-1910/411, 5-14=-2063/377, 5-6=-2831/521, 6-7=-3234/497 BOT CHORD 2.12=-393/2665,, 11-12=-39212668, 10-11=-121/1672, 9-10=-3313269.4, 8-9=-331/2694, 7-8...334/26,86 WEBS 3-12=0/302., 3-11=-1327/307, 4-11.-106/697, 4-10=-111/714., 5-10=-1322/321, 5-8=0/279 NOTES 1) Wind: ASCE 7-02„ 105mph, h=228, TODL=6 ()psi, BCCIL=6.0psf; Category 11; Exp C, enclosed, MW FRS gable end zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-02, Pf=40.0 psf (flat roof snow); Category 11, Exp C; Fully Exp ; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of '18.0 pot or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other nye loads, 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6) Refer to girder(s) for truss to truss connections: 7) This truss is designed in accordance with the 2003 International Residential Code sections R502,11,1 and R802 10 2 and referenced standard ANSI/1'P] 1. LOAD CASE(S) Standard MB RA 111 SUM 1111 UM MEI t IMINEEMS Pi NY ,:gfr",0'17 MOW INiA.RNENG Sogfn design par ante rs and READ NOTES CDS THIS Mat RE VERSE SHTE BEFORE ODES Lgarsign valird for asp only with MITatik connectors Thrs design is based only upon parameters shriwn, and is for Of) roar/dual building ci omporrent. Acpricirribility of design pactmefers and worker inciagooration 6,11 moariere is respordbirity of burkSing designer r not truss deitagnee Bracing shown is tor ititetal support or nediyidival web members only, Additional temporary brachia to rceure stability during bong rub ion Is dm retantirliollity of the ereC't or Addltionol berbionere Probing its?' tag stubial structure is the resooncliblity of Me builarIng cresigner, For general guidance regarding robristairon.. quality corded, storage, cieliyary, eriec Fon aria bracing, °credit ANSI/TP11 Quality Criteria DS5-891 and 610S31 Building Component Safely Information available ham truss Note Institute, 583 D'Oricrrio Linve, Madison, WI 537 30 Bulls!. 1:62.4 February 9 2006 I7 uitmesslommummunomr, 777 Greenback Lane a, Suite ril fig Citrus Heights, Ca 956 T PLATE LOCATION AND ORIENTATION 1' E ""(1 ID 0 co 0 0 12 2 (")), C "5 a' C? 11 5 >41, ID 0', 7 -9. (.0 0 •A1 CD (1) -2 c.)' 5 Tp t0, "",r5 14 (,) b 919T.) -.5; 9)0 E 55 15 OD 75 E 40 ic) 14 o 1.:4) ,c44.-4 0 4440, C. .-., .x -5 0 b a) ,._ !-- c. 0 s.: ,..); -.l.-' 1) c) c cc.. 4.,(2 0 c: . ) -9) a) yi z 0 z al Ca La, 0) z 02 C. 0.) 194 .7 0 b (c3 9411 9. 1,5 O2 9?, 1) (40 C.) ir.) 0 (2 ;64 LATE CODE APPR CONNECTOR LATERAL BRACING 11) 0 0 ix 0 a 44 1) 0 0 ,2. 6. (0 9.:6 a 5(.7" D9447 110 0 ID" 744.) 7 1) 044). C7" ),) rji 50-0023Cs0 Truss G1 fruss-rype DROP TC GABLE Oly Suss Residence R20041669 ',Serting Component Systems, Er brium, CO 80751 . Job Reference (epticinali tie° s Jul 13 2005 Tikrek. emestries, Ism. Wed Fes Ofs 0:52:37 2006 Fsga 1-6,0 3,5,4. 6-10..8 l-- f i 1-6-0 3-5-4 3-5-4 44 MI120= 2x4 Mao-% 2x4 MI120 2x4 N11120 11 640-8 6-10,6 2x4 MI120 Plate Offsets (X V). 11:0-1-15 Edge] [2,0-2-0 0-0-1L110-0-0, 0-0-01,14:0-2.0,0-0-151 15:0-1-15 Edge1,16:0-2-0 0-0-13_1180-2.0 0-0-111_ LOADING (psf) TCLL 40.0 (Roof Snow=40 0) TCDL 10.0 BOLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1 15 Lumber Increase 1,15 Rep Stress Incr NO Code IRC2003/TPI2002 LUMBER TOP CHORD 2 X 4 SPF 1650F 1 5E BOT CHORD 2 X 4 SPF 1650F 1.5E OTHERS 2X4SPF 1650F 1 5E CSI TC 0.13 BC 0.03 WB 0.03 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) BRACING TOP CHORD BOT CHORD 13/ 0/8 n/a 0 00 ((ac) 17defl n/a n/a. 5 n/a LJd 999 999 rile 2x4 PLATES GRIP MI120 197/144 Weight: 20 Ib 8-4-8 1-60 Seale 145.5 Structural wood sheathing directly 'applied or 6-0-0 oc purlin . Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS (lb/size) '1=103/6-10-8, 5=103/6-10.8, 7=70/6-10-8, 6=257/6-10-8, 8=257/6-10-8 Max. Harz 1=-29(load case 5) Max Uplift1=-23(load case 7), 5=-23(load case 7), 6=-96(load case 7), 8=-96((oad case 7) Max Grav1=147((oad case 2), 5=147((oad case 3), 7=70((oad case 1), 6=371(load case 3), 8=3" d ase 2) FORCES ((b) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-50/78; 2-3=-70/61, 3-4=-70/61, 4-5=-50/78 BOT CHORD 1-8=0/29, 7-8=0/29, 6-7=0/29, 5-6=0/29 WEBS 3.7=-58/0, 4-6=-328/122, 2-8=-328/122 NOTES 1) WindASCE 7-02; 105mph; h=22ft; TCDL=6,0psf, BCDL=6.0psf; Category Exp C, enclosed; MWFRS automatic zone; cantilever lett and right exposed , end vertical left and right exposed, Lumber DOL=1,33 plate grip DOL=1 33, 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Mack "Standardl Gable End De(ail" 3) TCLL; ASCE 7-02, Rt=40.0 psf (f(at roof snow); Category II; Exp O, Fully Exp ; Ct= 1 4) Unbalanced snow loads have been considered for this design, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6) Gable requires conttnuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc, 8) This truss is designed in accordance with the 2003 International Residential Code sections R502,11,1 and R802 10.2 and referenced standard ANSI/TPI 1 LOAD CASE(S) Standard t Mt 1 II \ MS MU MN Lt11 SSUORNESSEG S'ONNS19 OSN'S,SOU,OSN READ NO TES ON THIS AND hil'.EVERSE SLOE ISSESSOSS1,, USES Design valid ted USE, CrS'y' With hA4Tek connectors. This deser is based Only' upon porarriefeed shown, and Is for on inc25iduc41 bark:Ting corepciren4 Applilcuiebelly of aesigh pOrarnetefS and proper inc oiporation cif component is responsibility of bureding designer - nal hoes designer. BrOChg shown is tor lateral Rapport °Si individual web mecribeP Only. Ae$ditionai receparavy broping to lnsure stability during constuallon is the responsibility of the erector. Adclitional permanent bracing of the avercal structure is the responability of the building designee. Feu general aufdonce regarding liabrkhalacen, caualfty control, storage...de:every, erect On fund bfacing. consult A1451/19l1 95ual4y Criteria, 0S11-69 and 6CS11 Building Component Safely Information available 9om Trued Plate haitote, 583 0' Onciffiro 3rive, Madison, "53719 February 9,2006 ,..1.1111111111111111,1(1 . t, 7777 Greenback Lane Suda alaff Citrus Heighifsi Cie 9561 r µ . -0 -6 Fi 0 o • 1.) 5 0) cc. 0 c 6) c b .C... 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CONNECTOR PLATE CO 0 330 (5) co 1" co 0. E.o op (NI (51 "0 () 6 r9 u -c-a) rfl: °.: ( c o 0 c, 00 ::::'.:7 §5 ,5: C7; .,5 (,..) 0 (DI (r) , a) a L ..?:,) ., ' 'ac3 . . r ),.(". .? a: 6. ,ri,". ''&i ' :(:,: 5 o6'::: c:Ii. ::171).): 'y.',7':.1-)D-:1,' .'i,'-.0 E,0 25 5..,! 9 ',,?,' C: ;,,, ,;,i:.::: :9 2 2., .? .... 6 ,S, 5 b, 12 1 ,E:. '',:' -0 ,,,.. :..,., ,!..: o (1) 0...-0 FSa D ..;_:.?. ......z () < Ex '71• "6) (44 5 r!! 41> r .;2 (j 6 (1)<441 = c (I) 0 7 - C 7 1( C ( ) (73 21" ('I 515 13 27 (/) C) C (--.303 Job Truss 5G-002360 ralg,grit SterliratelbgbbbiTgi§astems, S units CO 0975/ Ti-usls7TWeiy ROOF TRUSS LOAD CASE(S) Standard UrRem Leads (p01). Vert: 1-3.-100, 3-5.-100, 1-19=-20, 19-20.-973(F.-952), 5-20.-20 Oly Samar/ 20002220 020241401 JOb PiciferenceJaptonali_ 6 200 s Jul /3 2005 MI Tek Ilnoustre$, Inc Wec Feb 08 16.52 38 2006 Page 2 NEN SIM fl 1 MO 11111111111E ISERE it RN 8118111•118MMUNIZEINEEKIESPEE "," , ',6000/0„,,e, FF1 7777 Greenback Lane Platatrairerri vcriffig parameters d datep NOTES orrev SIGS Anarri RElhatdeG poPE kriarinefralf Gerrit, Suite rir199 Design weird tor user only with Mrfara, cancreators. This design is based only upon parameters drown trrnd is for on individual buirdrna component Cabs Heights, Ca, 95610 Aophcobirily of design Gahrtmelers and proper lhascrirforatien oincikebrient responsibility all building err/tigress - nor truss designer. Bracing shown for lateral support of lrellvaluol Grab members only. Addillional temporary biracarig la irdare, stability during acrarrurstion is the r1 2 ly of the erecorer. 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