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04-7012 (SFD) (3)Building_ Address Owner % f )/J Address Tittf/ P.O. BOX 1504 21d78-495 CALLE TAMPICO i-A QUINTA, CALIFORNIA 92253 n IM 1 I'i17 1 </ 1 1:7—/in & Classif. 444Zlo-%o / ILic. # DesignerySv M r S 741 LY -7 4 C I 2W 06 R1W I t- i A I R*_�4_sp ILic- #4Co LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. SIGNATURE DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5, Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Profes- sions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or im- provement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractors) licensed pursuant to the Contractor's License Law) ❑ 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKER'S COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company ❑ Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less). I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT.. If, after making this Certificate of Exemption you should become subject to the Workers' Compensation Provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter the above-mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip Of 70 /2. APPLICATION ONLY BUILDING: TYPE CONST. OCC. GRP. A.P. Number�n Legal Description 71 cJ d 9 l zo ProjectDescription— Z,–LW Sq. Ft. Size 04'a9y No. No, Dw. Stories Units New Add ❑ Alter ❑ Repair ❑ Demolition ❑ Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. pQ� Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure 29 1/Y f I A� ptNANC@ t7Ety1 TOTAL REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: WHITE = BUILDING DEPARTMENT YELLOW = APPLICANT PINK = FINANCE 09r'14'f2005 10:21. 7607714922 SUNVISTADEVELOPMENT PAGL 01 ScP-1P-2005 16c53 Frgm:1JEST POINT 9`'GINEERG 6F129431969 7c: 192875779@@ p, 1 3 JN, t'wa • _ ., ..--..ter. i �oraft , eaea{aa, 4 t SSK 50912, e wa rawp Ra Wa3 Baa W"k.4296 1taCa i 7,04 • _ - IW a Caviar a V9 i1 . G CUSJa8.FD a bAa: - 0 • � - . 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PROVIDE A NSW 02 DF-L CSR 56S0f 1,5133 S.P 2Xa Wee � . TR�,�` SECUDN ANT) %" A.PA- RATED S.H.SA'jtHWO OuSSETS,c�CKFACE. AS t 'No'lpD. ATI:ACH'Tigrs GQSS1:TS AT 1sACH M1.VMUSK nFR6 .131•'XV POWER DRIVEN NAM 3" O.C. � . ��. c t ` SEP 12 2005 , )ICE AAU111VP V I. TITLE 24 ENERGY CALCULATIONS, INC. 7544 E. SADDLEHILL TRAIL, ORANGE, CA 92869 (714) 771-1507 October 11, 2004, Owner: Sun 'Vista Development Corp. 51-370 Avenida, Bermudas, #2 La Quinta, CA "92253 _ CITY OF LA QUINTA BUILDING & SAFETY DEPT., Designer: Sun Vista Development Corp. ��eR®V�® 51-370 Avenida Bermudas, #2 FOR CONS UCTION La Quinta, CA 92253 ` s DATL4��S_ B E Project: "Tradition" { Lot #30 La Quinta, California t STATEMENT OF CONFORMANCE This Calculation contains all the building features and performance specifications required for compliance by the California Code of Regulations Title 24, Part 1, S Administrative Requirements; Part 6, Building Energy Efficiency Standards; and portions of Title 20, Appliance Efficiency Standards, and AB 970. When these features are incorporated into the. architectural plans the design will be in compliance with the 2001 'Energy Efficiency Standards as they apply in Climate Zone 15 , using .MICROPAS6 Version 6.01, a California Energy Commission approved computer performance method program. - Certified Energy -Analyst Rick Maurer r r NR 98-90-528 r r R 98-90-136 CABEC California Association of Building Energy Consultants Prepared By: Rick Maurer Energy Plans Examiner Certificate No. RES -88-1006 and NRE-88-1052 California State License No. 502290 C20 13 ** SUMMARY SHEET ** Project: Sun Vista Development -- La Quinta, CA Zone: 15 "Tradition" , Lot #30 Wall Insulation: R-19 (Min. 2X6 Exterior Walls Required) Ceiling Insulation: R-30 Radiant Foil Barrier: Not Required Raised Floor Insulation: N/A Slab Edge Insulation: None Glazing Type: All glass is DUAL PANE. (See Notes) Hard Surface Flooring: None Required Minimum Furnace AFUE: 80% AFUE Minimum Heating Capacity: House = 136,596 BTUH Guest= 24,546 BTUH Minimum A/C SEER: 12.0 SEER (TXV Required) ` A/C Tonnage: House= 16.0 Tons (Min.Sens.=105,588 @ 115°) Guest = 2.5 Tons (Min.Sens.=16,372 @ 1150) Duct Insulation: R-6.0 (Duct Leakage Test Required) Note(s): 1) The house requires R-4 or greater insulation on .75 inch or larger hot water main lines or recirculating lines.. This is in addition to the insulation required by the mandatory measures. s 2) The water heaters for the house can have a recirculating pump with a thermostatic controller and time clock, or a hot water demand type recirculating system. 3) All windows and hinged glass doors will have wood frames with optional metal cladding and an NFRC U -factor of .45 or less and a SHGC of .40 or less with high performance Low -E glass. 4) The sliding glass door will have a metal.frame with an NFRC U -factor of .60 or less and a SHGC of .40 or less with high performance Low -E glass. I MANDATORY MEASURES CHECKLIST: RESIDENTIAL (Page 1 of 2) MF -1R Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. Instructions: Check or initial applicable boxes when completed or enter N/A if not applicable. DESCRIPTION DESIGNER ENFORCEMENT Building Envelope Measures: • §150(a): Minimum R-19 ceiling insulation. VEIZIFY MlI ,I. ON GF -ICL §I50(b): Loose fill insulation manufacturer's labeled R -Value. • §150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -Factor in metal frame walls ✓ does not apply to exterior mass wails). VERIFY MIDI. ON C.F— R • §150(d): Minimum R-13 raised floor insulation in framed floors.VI-IZIFY MIN.00 CF -11Z §150(1): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no NOT REQ,O. greater than 2.0perm/inch. §118: Insulation specified or installed meets insulation quality standards. Indicate type and form. Vol § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfillralion Controls I. Doors and vvindow•s between conditioned and unconditioned spaces designed to limit air leakage. / 2. Fenestration products (except field -fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. nn WOT RV--Q1 {f. § 150(1): Special infiltration barrier installed to comply with § 151 meets Commission quality standards. NOT QtQ'D. §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. I. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilot lights allowed. Space Conditioning, Water Heating and Plumbing System Measures: §110+13: H VAC equipment, water heaters, showerheads and faucets certified by the Commission. f §150(h): Heating and/or cooling loads calculated in accordance with ASH RAE, SMACNA or ACCA. §150(i): Setback thermostat on all applicable heating and/or cooling systems. ✓ § 1500): Pipe and tank insulation I. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R-4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 ✓ external insulation or R-16 combined intemal/extemal insulation. ' 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55° F insulated. (TABLE 2—T) REFER. SUCTION LINE MIN. R-5 INS. 6. Piping insulated between heating source and indirect hot water tank. Compliance Forms August 2001 A-5 MANDATORY MEASURES CHECKLIST: RESIDENTIAL (Page 2 of 2) MF -1R Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (•) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. Instructions: Check or initial applicable boxes when completed or enter N/A if not applicable. DESCRIPTION DESIGNER ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) • §150(m): Ducts and Fans I. All ducts and plenums installed, sealed and insulated to meet the requirement of the 1998 CMC Sections 601, 603, 604, and Standard 6-3; ducts insulated to a minimum installed level of R4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181 B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and drawbands. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned / air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support V platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and drawbands. 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not limited to the following: Insulation exposed to weather shall be suitable for outdoor service e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. § 114: Pool and Spa Heating Systems and Equipment. 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. § 115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no ✓ continuously burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr §118(f): Cool Roof material meet specified criteria NOT REQ Q Lighting Measures: § 150(k)I.: Luminaires for general lighting in kitchens shall have lamps with an efficacy of 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. § 150(k)2.: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternatives to this / V requirement allowed in § 150(k)2.; and incandescent recessed ceiling fixtures are IC (insulation cover) approved. Compliance Forms August 2001 A-6 MANDATORY MEASURES, The following items represent the MANDATORY REQUIREMENTS for ALL LOW-RISE RESIDENTIAL buildings and shall appear as notes on the plans.: (A) Before the building may be occupied, Installation Certificates (CF -6R) for manufactured devices regulated by the Appliance Standards or Part 6 shall be posted adjacent to the building permit(s). Certificate shall: 1. Identify'features required -to verify compliance with the Appliance Standards arid Part 6; 2. Include'the statement indicating that the installed devices conform to the Appliance Standards and Part 6 and the requirements for.such devices given in the plans and specifications approved by the local enforcement agency; 3. State the number of the building permit under which the construction or installation was performed. Sec. 10-103 (a) (3) (B) The builder shall provide the -building owner, manager, and the original occupants the appropriate Certificate(s) of Compliance (CF- I R), Mandatory Measures (MF -1R), Installation Certificate (CF -6R), Insulation Certificate (IC -1), and a manual which list the features, materials, components, and mechanical devices installed in the building, and instructions on how,to maintain and use them efficiently. Sec. 10-103 (b) (1)(2) .(C) After installing wall, ceiling; or floor insulation, the installer shall post in a conspicuous location in the building a certificate signed by the installer stating that the installation is consistent with the plans.and the requirements of Section 10-103 (a) (2) (A) and conforms with the requirements of Part 6. The Insulation Certificate (IC -1) shall also state the manufacturer's name and material identification and the installed R -value. Sec. 10-103 (a) (4) (D) Manufactured fenestration products shall be certified for overall U -factors and overall SHGC as rated by the National Fenestration Rating Council's NFRC 200:' Have a clearly visible temporary label, not to be removed before inspection by the enforcement agency, listing the certified U -factors, solar heat gain coefficient (SHGC) of the product and the method used to derive those values. Also, the label should indicate compliance with air infiltration requirements of.Section 116 (a) 1. 2. Have a permanent label meeting the requirements of Section 10-111 (a) (2). Sec. 116 (a) . (E) Field fabricated skylights and windows, and exterior doors, shall be caulked between the fenestration product and the building, and shall be weather-stripped. EXCEPTION: Unframed glass doors and fire doors. • Sec. 1.16 (b) (F) Joints and other openings in the building .envelope that are potential sources of air leakage shall be caulked,Basketed, weather-stripped, or otherwise sealed to limit infiltration and. exfiltration. Sec. l l 7 (G) All insulating material shall be installed in compliance with the flamespread rating smoke density requirements of Section 707 of the UBC. Sec. 118' (c) (H) Heat pumps with supplementary electric resistance heaters shall have controls: 1. That prevent supplementary heater operation when the heating load can be met by the heat pump alone; and 2. In which the cut -on temperature for compression heating is higher than the cut -on temperature for supplementary heating, and the cut-off temperature for compression heating -is "higher than the cut-off temperature for supplementary heating. Sec. 112 (b) (I) Masonry or factory -built fireplaces shall have the following: 1. Closeable metal or glass doors covering the entire opening of the firebox. 2. A combustion air intake to draw air from the outside of the building directly into the firebox, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight fitting damper or combustion air control device. EXCEPTION: Not required if fireplace is installed over a concrete slab and will not be located on an exterior wall. 3. A•flue damper with a readily accessible control. EXCEPTION: When a gas log, log lighter, or decorative gas appliance is installed in a fireplace, the flue damper shall be blocked`open if required by the manufacturer's installation instructions or the State Mechanical Code. 4. Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, "are prohibited.' Sec. 150(e) I _(J) All heating and/or cooling systems other than wood stoves_shall have an automatic thermostat with a clock mechanism or other setback mechanism that shuts the system off during periods of non-use and that allows the building occupant to automatically setback the thermostat set points for at least 2 ,periods within 24 hours. Sec. 150 (i) (K) The air handling duct system shall beconstructed, installed, sealed and insulated as provided in Chapter 6 of the Uniform Mechanical Code. (Must be insulated'to a minimum installed level.of R-4.2 or be in conditioned space) Sec. 150 (m) (L) All fan systems exhausting air from the building to the outside'shall be provided with backdraft or automatic dampers to prevent air -leakage. Sec. 150 (m) 7 (M) Storage gas water heaters with an energy factor <0.58 shall be externally wrapped with insulation having installed thermal resistance of R-12 or. greater. . Sec. 150 0) IA (N) Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water heating systems, shall be externally wrapped with insulation having an installed thermal eesistance of R-12 or greater or have internal insulation of at least R-16 and a label on the exterior of the tank showing the insulation R -value. Sec. 150 (j) 1B (0) Duct system openings shall be sealed with mastic, tape, aerosol' sealant, or other duct closure system that meets the applicable requirements of UL 181, UL 18 IA, or UL 181B including collars, connections and splices. If mastic or tape is used to seal openings greater than A/4 inch, the combination of mastic and either mesh or tape shall be used. Sec. 150 (m) (P) Building cavities shall not be used for conveying conditioned air. The return air plenum must be fully ducted from the equipment to the conditioned space. Sec. 150 (m) ' (Q) w Joints and seams of duct systems and their components shall not be sealed.with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and drawbands. Sec. 150 (m) (R) Piping, buried or unburied, for recirculating sections of domestic hot water systems, piping from the heating source to the storage.tank for an indirect -fired domestic water heating system, cooling system piping below 55° F, and the first five feet of hot and cold water pipes from the storage tank for non -recirculating systems shall be thermally insulated in accordance with Table No. l J. Sec. 150(m) (S) Lamps used. in luminaries for general lighting in kitchens and bathrooms shall have efficacy of not less than 40 lumens per watt. (Fluorescent type lighting will meet this requirement). Sec. 150(k) (T) In climate zones 14 and 16 a vapor barrier shall be installed on the conditioned space side of all insulation in all exterior walls, unvented attics, and invented crawl spaces to protect insulation from condensation. Sec. 150 (g) (U) Any new low-rise residential building shall meet the following minimum requirements: 1. Ceiling Insulation. The opaque portions of ceilings separating conditioned spaces from unconditioned spaces or ambient air shall meet the requirements of either a. or b. below: a. Ceilings shall be insulated between framing members with insulation resulting in an installed thermal resistance of R-19 or greater for the insulation alone. ALTERNATIVE to Section 150 (a) 1: Insulation which is not penetrated by framing members may meet an R -value equivalent to installing R-19 insulation between framing members and accounting for the thermal effects of framing members. b. The weighted average U -value of ceilings shall not exceed the U -value that would result from installing R-19 insulation between framing members in'the entire ceiling and accounting for the effects of framing members. (.051 Max.) . 2. Loose Fill Insulation. When loose fill insulation is installed, the minimum installed weight per square foot shall conform with the insulation manufacturer's installed design weight per square foot at the manufacturer's labeled R -value. 3. Wall Insulation. The opaque portions of frame walls separating conditioned spaces from unconditioned spaces or ambient air shall meet the requirements of either a. or b. below: a. Framed walls shall be insulated between framing members, with insulation having an installed thermal resistance of R-13 or greater. Framed foundation walls of heated basements or heated crawl spaces shall be insulated above the outside ground line with insulation having an installed thermal resistance of at least R-13. ALTERNATIVE to Section 150 (c) 1: Insulation which is not penetrated by framing m embers may meet an R -value equivalent to installing R-13 insulation between framing members and accounting for the thermal effects of framing., members. . b. The weighted average U -value of walls'shall not exceed the U -value that would result from installing R-13 insulation between framing members in the entire*all and accounting for the effects of framing members. (.088. Max.) 4. Raised Floor Insulation. Raisedfloors separating conditioned spaces from unconditioned spaces or ambient air shall meet the requirements of either a. or b. below: a. Floors shall be insulated between framing members with insulation having an installed thermal resistance of R-13 or greater. b. The weighted average U -value of floor assemblies shall not exceed the U -value that would result from installing R-13 insulation between framing members and accounting for the effects of framing members. (.064 Max.) Sec. 150 (a) -(d) _ (V) Systems, equipment, and building components listed below may be installed only if: 1. The manufacturer has certified that the system, equipment, or building, component complies with the applicable manufacture provisions of Sections 111 through 119; and 2.- The system, equipment, or building component complies with the applicable installation provisions of Sections 111 through 119. Covered are: a: Appliances regulated by the Appliance Efficiency Regulations (Sec. 111). b. Space conditioning equipment (Sec.. 112). c. Pool and spa heating systems and equipment (Sec. 114). d. Gas appliances (Sec. 115). e. Insulation (sec. 118). Sec. 110 1 s . a , INSULATION CERTIFICATE IC -1 Site Address Permit Number Number and Street City t County Subdivision Lot Number Description of Installation 1. ROOF Material Brand Name Thickness (inches) Thermal Resistance (R -Value) 2. CEILING Batt or Blanket Type Brand Name Thickness (inches) Thermal Resistance (R -Value) - Loose Fill Type Brand Contractor's min installed weight/ft2 Ib Minimum thickness inches Manufacturer's installed weight per square foot to achieve Thermal Resistance (R -Value) 3. EXTERIOR WALL , Frame Type A. Cavity Insulation Material Brand Name - Thickness (inches) Thermal Resistance (R -Value) B . Exterior Foam Sheathing Material Brand Name Thickness (inches) Thermal Resistance (R -Value) 4. RAISED FLOOR . Material Brand Name Thickness (inches) Thermal Resistance (R -Value) ; 5. SLAB FLOOR/PERIMETER Material Brand Name Thickness (inches) Thermal Resistance (R -Value) Perimeter Insulation Depth (inches) 6. FOUNDATION WALL Material Brand Name Thickness (inches) Thermal Resistance (R -Value) Declaration I hereby certify that the above insulation was installed in the building at the above location in confonnance with the current Energy Efficiency Standards for residential buildings (Title 24, Part 6, California Code of Regulations) as indicated on the Certificate of Compliance, where applicable. Item #s Signature, Date Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR Owner Item #s Signature, Date Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR Owner Item #s Signature, Date Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR Owner Compliance Forms August 2001 A-36 CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF -1R Project Title.......... Sun Vista Devlp. - Lot #30 Date..10/11/04 08:10:13 Project Address........ Tradition La.Quinta, California *v6.01* Documentation Author... Rick Maurer ******* Building Permit Rick Maurer Title 24,, Inc. 7544 E Saddlehill Trail Plan Check Date Orange, CA 92869 714-771-1507 Field Check Date Climate Zone. .. . 15 Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File-SUNVST40 Wth-CTZ15$92 Program -FORM CF -1R User#-MP0357 User -Rick Maurer Title 24,'Inc Run -Tradition - Lot #30 GENERAL INFORMATION ' - Conditioned Floor Area..... Building Type. ........... Construction Type ......... Building Front Orientation. Number of�.Dwelling Units.:. Number of'Stories.....:.... Floor Construction Type.... Glazing Percentage......... Average Glazing -U -factor... Average Glazing SHGC....... Average Ceiling Height..... 6294 'sf Single Family Detached New Front Facing 160 deg (S) 1 1 Slab On Grade 21.3 % of floor area 0.47 Btu/hr-sf-F 0.4 11.7 ft BUILDING SHELL INSULATION Component Frame Cavity Sheathing Total Assembly Type Type R -value R -value' R -value U -factor Location/Comments Wall Wood R-19 R-n/a R-19 0.065 Attic'KneeWall Front 2x6 Wall Gar. 2x6 Wall Left 2x6 Wall Back 2x6 Wall Right 2x6 Wall Roof Wood R-30 R-n/a R-30 0.031 Vented,Attic Door Wood R-0 R-n/a R-0 0.330 Front Door Garage Door' S1abEdge None R-0 R-0 F2=0.760 To Outside SlabEdge None R-0 R-0 F2=0.510 To Garage FENESTRATION c Over - Area U- Interior Exterior hang/ Orientation (sf) Factor SHGC Shading Shading Fins Window Front (S)' 30.0 0.450 0.400 Standard Standard Yes Window Front (S). 30.0 0'.450 0.400 Standard Standard Yes Door Front (S) 20.0 0.450 0.400 Standard Standard Yes Door Front (S) 80.0 0.450 0.400 Standard Standard Yes Door Front (S) 80.0 0.450 0.400 Standard. Standard Yes .Window Front (S) 6.0 0.450 0.400 Standard Standard Yes Door Front (S) 40.0 0.450 0.400 Standard Standard Yes Window Front (S) 6.0 0.450 0.400 Standard Standard Yes Window Front (S) 30.0 0.450 0.400 Standard Standard Yes CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R Project Title.......... Sun Vista Devlp.-Lot #30 Date..10%11/04 08:10:13 MICROPAS6 v6.01 File-SUNVST40 Wth-CTZ15S92 Program -FORM CF -1R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Tradition - Lot #30 FENESTRATION SLAB SURFACES Area Slab Type (sf) Standard Slab 5432 Standard Slab 862 HVAC SYSTEMS Refrigerant Tested ACCA Equipment- Over - Charge and Duct Duct Duct Area U- Type Interior Exterior hang/ Orientation D (sf) Factor SHGC Shading Shading Fins Window Front' (S) 24.0 0.450 0.400 Standard Standard Yes Door , Left (W) 60.0 0.450 0.400 Standard Standard Yes Window Left (W) 20.0 0.450 0.400 Standard Standard Yes Window Left (W) 10.0 0.450 0.400 Standard Standard Yes Window Left (W) 25.0 0.450 0.400 Standard Standard Yes Door Left (W) 80.0 0.450 0.400 Standard Standard Yes Window Left (W) 12.5 0.450 0.400 Standard Standard Yes Window Left (W) 18.0 0.450 0.400 Standard Standard Yes Door Left (W) 40.0 0.450 0.400 Standard Standard Yes Window Left (W) 3.8 0.450 0.400 Standard Standard Yes Door Back (N) 80.0 0.450 0.400 Standard Standard Yes Window Back (N) 4.5 0.450 .0.400 Standard Standard Yes Window Back (N) 30.0 0.450 0.400 Standard Standard Yes Door Back (N) 200.0 0.600 0.400 Standard Standard Yes Door Back (N) 100.0 0.450 0.400 Standard Standard Yes Window Back (N) 6.0 0.450 0.400 Standard Standard Yes Door Back (N) 40.0 0.450 0.400 Standard Standard Yes Door Back (N) 80.0 0.450 0.400 Standard Standard Yes Window Right (E) 18.0 0.450 0.400 Standard Standard Yes Window Right (E) 30.0 0.450 0.400 Standard Standard Yes Door Right (E) 80.0 0.450 0.400 Standard Standard Yes Window Right (E) 15.0 0.450 0.400 Standard Standard Yes Window Right (E)• 10.0 0.450 0.400 Standard Standard Yes Window Right (E) 30.0 0.450 0.400 Standard Standard Yes SLAB SURFACES Area Slab Type (sf) Standard Slab 5432 Standard Slab 862 HVAC SYSTEMS Refrigerant Tested ACCA Equipment- Minimum Charge and Duct Duct Duct Manual Thermostat Type Efficiency Airflow Location R -value Leakage D Type Furnace 0.800 AFUE n/a Attic R-6 Yes No Setback ACSplitTXV 12.00 SEER Yes Attic R-6 Yes No Setback Furnace 0.800 AFUE n/a Attic R-6 Yes No Setback ACSplitTXV 12.00 SEER Yes Attic R-6 Yes No Setback CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R Project Title.......... Sun Vista Devlp.-Lot'#30 Date..10/11/04 08:10:13 MICROPAS6 v6.01 File-SUNVST40 Wth-CTZ15S92 Program -FORM CF -1R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Tradition - Lot #30 DUCT TESTING DETAILS Duct Measured Supply -Leakage Target Duct Surface Area Equipment Type fan CFM/CFM25) (ft2) Furnace / ACSplitTXV 6% / 228.1 n/a Furnace / ACSplitTXV 6% / 36.2 n/a WATER HEATING SYSTEMS Number Tank External in Energy. Size Insulation Tank Type Heater Type Distribution Type- System Factor (gal) R -value WH1 Storage Gas Recirc/TimeTemp 2 .62 50 R- n/a WH2 Storage Gas_ Standard 1 .62 50 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS. *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates non-standard Duct R -value. This building incorporates Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s). This building incorporates non-standard Water Heating System HERS REQUIRED VERIFICATION Y *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved.HERS provider using *** *** CEC approved testing and/or verification methods.and *** *** must be reported on the CF -6R installation certificate. *** This building incorporates Tested Duct Leakage. Target CFM leakage values measured at 25 pascals are shown in DUCT TESTING DETAILS.above or may be calculated as documented on the CF -6R. If -the measured CFM is above the target, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the compliance calculations could be redone without duct testing. If ducts are not installed, then HERS verification is not necessary for Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 4 CF -1R Project Title.......... Sun Vista Devlp.-Lot.#30 Date..10/11/04 08:10:13 MICROPAS6 v6.01 File-SUNVST40 Wth-CTZ15S92 Program -FORM CF -1R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Tradition. Lot #30 - HERS REQUIRED VERIFICATION or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s). If a•cooling system is not installed, then HERS verification is not necessary for the RCA or TXV. REMARKS 1) The house requires R-4 or greater insulation on .75 inch'or larger hot water main lines or recirculating lines. This is in addition to the insulation required by the'mandatory measures. 2) The water heaters for the house can have a recirculating pump with a thermostatic -controller and time clock, or a hot water demand type, recirculating system. 3) All windows and hinged glass doors will have wood frames with optional metal cladding and an NFRC'U-factor of .45 or less and a SHGC of .40 or less with high performance Low -,E glass. 4) The sliding glass door will have a metal frame with an NFRC U -factor of�.60 or less and a SHGC of .40 or less with high performance Low -E glass. J r 0 CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 5 CF -1R Project Title.......... Sun Vista Devlp.-Lot #30 Date..10/11/04 08:10:13 MICROPAS6 v6.01 File-SUNVST40 Wth-CTZ15S92 . Program -FORM CF -1R User#-MP0357 User -Rick Maurer Title 24,.Inc Run -Tradition - Lot#30 COMPLIANCE STATEMENT This certificate of compliance lists -the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations; and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of- compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the• Special Features Modeling Assumptions' section. . DESIGNER or OWNER DOCUMENTATION AUTHOR Name.... Name.... Rick Maurer Company. Sun Vista Development Company. Rick Maurer Title 24, Inc. Address. 51-370 AvenidaBermundas#2 Address. 7544 E Saddlehill Trail• La Quinta, CA 92253 Orange, CA 92869 Phone ... �(760) 77 -4722 Phone... 714-771-1507 License. Signed.. Signed. date date ENFORCEMENT AGENCY Name. . Title. Agency.. Phone... Signed.. date r COMPUTER METHOD SUMMARY Page 1 1 C -2R Project Title.......... Sun Vista Devlp.-Lot #30 Date..10/11/04 08:10:13 Project Address........ Tradition ******* La Quinta, California *v6.01* Documentation Author... Rick Maurer ******* Building Permit Rick Maurer Title 241 Inc. 7544 E Saddlehill Trail Plan Check Date Orange, CA 92869 714-771-1507 Field Check/ Date Climate Zone.. ...... 15 Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File-SUNVST40 Wth-CTZ15S92 Program=FORM C -2R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Tradition - Lot #30 MICROPAS6 ENERGY USE SUMMARY Building Type. ............. Energy Use Standard Proposed Compliance (.kBtu/sf-'yr) Design Design Margin ' Space Heating.......... 3.82 3.46 0.36 Space Cooling.......... 35.19 32.57 2:62 Water Heating.......... 4.53 5.49 -0.96 Total 43.54 41.52 2.02 *** Building complies with Computer Performance *** GENERAL INFORMATION Conditioned Floor Area..... 6294 sf Building Type. ............. Single Family Detached Construction Type ......... New Building Front Orientation. Front Facing 160 deg (S) Number of Dwelling Units.'.. 1 Number of Building Stories. 1 Weather Data Type........... FullYear Floor. Construction Type.... Slab On Grade, Number of Building Zones... 2 Conditioned Volume......... 73804-cf Slab -On -Grade Area......... 6294 sf Glazing Percentage......... 21.3 % of floor area, Average Glazing U -factor... 0.47. Btu/hr-sf-F Average Glazing SHGC....... 0.4 Average Ceiling Height...... 11.7 ft Floor Area Volume Zone Type (sf) (cf) HOUSE Residence 5432' 65184 GUEST Residence 862 8620 BUILDING ZONE INFORMATION # of Vent Dwell Cond- Thermostat_ Height Units itioned Type (ft) 0.86 Yes Setback 0.14 Yes Setback Vent Air Area Leakage (sf) Credit 2.0 Standard No 2.0 Standard No COMPUTER METHOD SUMMARY Page 2 C -2R Project Title.......... Sun Vista Devlp.-Lot #30 Date.'.10/11/04 08:10:13 MICROPAS6 v6.01 File-SUNVST40 Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Tradition - Lot 430 Surface HOUSE 1 Wall 2 Wall 4 Wall 5 Wall 7 Wall 8 Wall 10 Wall 12 Wall 13 Roof 15 Door 16 Door GUEST 3 Wall 6 Wall 9 Wall 11 Wall 14 Roof Surface HOUSE 17 S1abEdge 19 S1abEdge GUEST 18 S1abEdge Orientation PERIMETER LOSSES Length F2 Insul Solar (ft) Factor R-val Gains Location/Comments 390 0.760 R-0 No To Outside 30 0.510 R-0 No To Garage 138 0.760 R-0 No To Outside FENESTRATION SURFACES Area U- (sf) factor SHGC Act Exterior Shade Azm Tilt Type/SHGC HOUSE OPAQUE SURFACES Area U- Insul Act Front Solar Form 3 Location/ (sf) factor R-val Azm Tilt Gains Reference Comments 0.450 0.400 510 0.065 19 160 90 Yes None Attic KneeWall 702 0.065 19 160 90 Yes None Front 2x6 Wall 209 0.065 19 160 90 No None Gar. 2x6 Wall 565 0.065 19 250 90 Yes None Left 2x6 Wall 50 0.065 19 250 90 -No None Gar. 2x6 Wall 960 0.065 19 340 90 Yes None Back 2x6 Wall 637 0.065 19 70 90 Yes None Right 2x6 Wall 20 0.065 19 70 90 No None Gar. 2x6 Wall 5432 0.031 30 n/a 0 Yes None Vented Attic 36 0.330 0 160 90 Yes None Front Door 21 0.330 0 160 90 No None Garage Door 276 0.065 19 160 90 Yes None Front 2x6 Wall 316 0.065 19 250 90 Yes None Left 2x6 Wall 250 0.065 19 340 90 Yes None Back 2x6 Wall 360 0.065 19 70 90 Yes None Right 2x6 Wall 862 0.031 30 n/a 0 Yes None Vented Attic HOUSE 17 S1abEdge 19 S1abEdge GUEST 18 S1abEdge Orientation PERIMETER LOSSES Length F2 Insul Solar (ft) Factor R-val Gains Location/Comments 390 0.760 R-0 No To Outside 30 0.510 R-0 No To Garage 138 0.760 R-0 No To Outside FENESTRATION SURFACES Area U- (sf) factor SHGC Act Exterior Shade Azm Tilt Type/SHGC HOUSE 1 Window Front (S) 30.0 0.450 0.400 160 90 2 Window Front (S) 30.0 0.450 0.400 160 90 3 Door Front (S) 20.0 0.450 0.400 160 90 4 Door Front (S) 80.0 0.450 0.400 160 90 5 Door Front (S) 80.0 0.450 0.400 160 90 6 Window Front (S) 6.0 0.450 0.400 160 90 7 Door Front (S) 40.0 0.450 0.400 160' 90 8 Window Front (S) 6.0 0.450 0.400 160 90 11 Door Left (W) 60.0 0.450 0.400 250 90 12 Window Left (W) 20.0 0.450 0.400 250 90 13 Window Left (W) 10.0 0.450 0.400 250 90 14 Window Left (W) 25.0 0.450 0.400 250 90 15 Door Left (W) '80.0 0.450 0.400 250 90 16 Window Left (W) 12.5 0.450 0.400 250 90 17 Window Left (W) 18.0 0.450 0.400 250 90 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Interior Shade Type/SHGC Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 COMPUTER METHOD SUMMARY Page 3 C -2R Project Title.......... Sun Vista Devlp.-Lot #30 Date..10/11/04 08:10:13 MICROPAS6 v6.01 File-SUNVST40 Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Tradition - Lot #30 FENESTRATION SURFACES OVERHANGS AND SIDE FINS Window- Area U- Act Right Exterior Shade Interior Shade Orientation Area (sf) factor SHGC Azm Tilt Type/SHGC Type/SHGC 20 Door Back (N) 80.0 0.450 0.400 340 90 Standard/0.76 Standard/0.68 21 Window Back (N) 4.5 0.450 0.400 340 90 Standard/0.76 Standard/0.68 22 Window Back (N) 30.0 0.450 0.400 340 90 Standard/0.76 Standard/0.68 23 Door Back (N) 200.0 0.600 0.400 340 90 Standard/0.76 Standard/0.68 24 Door Back (N) 100.0 0.450 0.400 340 90 Standard/0.76 Standard/0.68 25 Window Back (N) 6.0 0.450 0.400 340 90 Standard/0.76 Standard/0.68 26 Door Back (N) 40.0 0.450 0.400 340 90 Standard/0.76 Standard/0.68 28 Window Right (E) 18.0 0.450 0.400 70 90 Standard/0.76 Standard/0.68 29 Window Right (E) 30.0 0.450 0.400 70 90 Standard/0.76 Standard/0.68 30 Door Right (E) 80.0 0.450 0.400 70 90 Standard/0.76 Standard/0.68 31 Window Right (E) 15.0 0.450 0.400 70 90 Standard/0.76 Standard/0.68 32 Window Right (E) 10.0 0.450 0.400 70 90 Standard/0.76 Standard/0.68 33 Window Right (E) 30.0 0.450 0.400 70 90 Standard/0.76 Standard/0.68 GUEST n/a n/a n/a n/a n/a n/a n/a n/a 15 9 Window Front (S) 30.0 0.450 0.400 160 90 Standard/0.76 Standard/0.68 10 Window Front (S) 24.0 0.450 0.400 160 90 Standard/0.76 Standard/0.68 18 Door Left (W) 40.0 0.450 0.400 250 90 Standard/0.76 Standard/0.68 19 Window Left (W) 3.8 0.450 0.400 250 '90 Standard/0.76 Standard/0.68 27 Door Back (N) 80.0 0.450 0.400 340 90 Standard/0.76 Standard/0.68 OVERHANGS AND SIDE FINS GUEST Window- Overhang Left Fin Right Fin - Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght HOUSE 1 Window 30.0 n/a 6.0 2.5 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 2 Window 30.0 n/a 6.0 2.5 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 3 Door 20.0 n/a 8.0 2.5 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 6 Window 6.0 n/a 3.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 7 Door 40.0 n/a 8.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 8 Window 6.0 n/a 3.0 2.5 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 11 Door 60.0 n/a 8.0 6.5 1.0 n/a n/a n/a n/a n/a n/a n/a n/a 14 Window 25.0 n/a 5.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 15 Door 80.0 n/a 8.0 9.5 1.0 n/a n/a n/a n/a n/a n/a n/a n/a 16 Window 12.5 n/a 5.0 1.0 3.0 n/a n/a n/a n/a n/a n/a n/a n/a 17 Window 18.0 n/a 3.0 1.5 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 20 Door 80.0 n/a 8.0 11.5 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 21 Window 4.5 n/a 3.0 2.5 3.0 n/a n/a n/a n/a n/a n/a n/a n/a 22 Window 30.0 n/a 6.0 3.0 3.0 n/a n/a n/a n/a n/a n/a n/a n/a 23 Door 200.0 n/a 10. 19. 3.0 n/a n/a n/a n/a n/a n/a n/a n/a 24 Door 100.0 n/a 8.0 11. 1.0 n/a n/a n/a n/a n/a n/a n/a n/a 25 Window 6.0 n/a 3.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 26 Door 40.0 n/a 8.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 28 Window 18.0 n/a 3.0 1.5 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 29 Window 30.0 n/a 6.0 2.5 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 31 Window 15.0 n/a 6.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 32 Window 10.0 n/a 2.0 1.0 4.0 n/a n/a n/a n/a n/a n/a n/a n/a 33 Window 30.0 n/a 6.0 1.0 5.5 n/a n/a n/a n/a n/a n/a n/a n/a GUEST COMPUTER METHOD SUMMARY Page 4 C -2R Project Title.......... Sun Vista Devlp.-Lot.#30 Date..10/11/04 08:10:13 MICROPAS6 v6.01 File-6UNVST40 Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Tradition - Lot #30. Surface 9 Window 10 Window 18 Door 19 Window 27 Door System Type HOUSE Furnace ACSplitTXV GUEST Furnace ACSplitTXV HOUSE Standard Slab 5432 GUEST Standard Slab 862 HVAC SYSTEMS Refrigerant Tested Minimum Charge and Duct Duct Duct Efficiency Airflow Location R -value Leakaae No OVERHANGS AND SIDE FINS No 0.736 Yes 0.800 AFUE n/a Window— R-6 Overhang SEER Yes Left Fin Right 0.800 Fin— Area- Attic R-6 12.00 SEER Yes. Attic R-6 DUCT TESTING (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 30.0 n/a 6.0 1.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 24.0 n/a 6.0 1.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 40.0 n/a 8.0 6.5 1.0 n/a n/a n/a n/a n/a n/a n/a n/a 3.8 n/a 2.5 2.5 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 80.0 n/a 8.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a SLAB SURFACES Area Slab Type (sf) HOUSE Standard Slab 5432 GUEST Standard Slab 862 HVAC SYSTEMS Refrigerant Tested Minimum Charge and Duct Duct Duct Efficiency Airflow Location R -value Leakaae Equipment Type HOUSE Duct Leakage Target (% fan CFM/CFM25) ACCA Manual Duct D Eff Yes No 0.845 Yes No 0.736 Yes 0.800 AFUE n/a Attic R-6 12.00 SEER Yes Attic R-6 0.800 AFUE n/a Attic R-6 12.00 SEER Yes. Attic R-6 DUCT TESTING DETAILS Equipment Type HOUSE Duct Leakage Target (% fan CFM/CFM25) ACCA Manual Duct D Eff Yes No 0.845 Yes No 0.736 Yes No 0.845 Yes No 0.736 Measured Supply Duct Surface Area (ft2) Furnace / ACSplitTXV 6% / 228.1. n/a GUEST - Furnace /..ACSplitTXV 6% / X36.2 n/a Tank Type WH1 1 Storage WH2 2 Storage. WATER HEATING SYSTEMS Number _Tank External in Energy' Size Insulation Heater Type- Distribution Type System Factor (gal) R -value Gas Recirc/TimeTemp 2 .62 -50 R- n/a Gas Standard • 1 .62 50 R- n/a COMPUTER METHOD SUMMARY Page 5 C -2R Project Title.......... Sun Vista Devlp.-Lot #30 Date..10/11/04 08:10:13 MICROPAS6 v6.01 File-SUNVST40 Wth-CTZ15592 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Tradition - Lot #30 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates non-standard Duct R -value. This building incorporates Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s) . This building incorporates non-standard Water Heating System HERS REQUIRED VERIFICATION *** Items in this"section require field testing and/or *"** **.* verification by a certified,home energy rater under *** **.* the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods.and *** *** must be reported on the CF -6R installation certificate. *** This building incorporates Tested Duct:Leakage. Target CFM leakage values measured at 25 pascals are shown in DUCT TESTING DETAILS above or may be calculated as documented on the CF, -6R. If the measured CFM' is above the target, then corrective action must be taken to reduce. the duct leakage and then must be retested. Alternatively, the compliance calculations could be redone without duct testing. If ducts are not installed, then HERS verification is not necessary for Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s). If.a cooling system is not installed, then HERS verification is not necessary for the RCA or TXV. REMARKS 1) The house requires R-4•or greater insulation on .75 inch or larger hot water main lines or recirculating lines. This is in addition to the insulation required by the mandatory measures. 2) The water heaters for the house can have.a recirculating PUMP with a thermostatic controller and time clock, or a hot water demand type recirculating system. 3) All windows and hinged glass doors will have wood frames with optional metal cladding and an NFRC U -factor of .45 or less and a SHGC of .40 or less with high performance Low -E glass. 4) The -sliding glass door will have a metal,frame with an' NFRC U -factor of. .6.0 or less and a SHGC of .40 or less with high performance Low -E glass. COMPUTER METHOD SUMMARY Page 6 C -2R Project Title.......... Sun Vista Devlp.-Lot #30 Date..10/11/04 08:10:13 MICROPAS6 v6.01 File-SUNVST40 Wth-CTZ15892 Program-FORM,C-2R User#-MP0357 User -Rick Maurer Title 24,'Inc Run -Tradition Lot #30 HVAC SIZING Page 1 HVAC Project Title.......... Sun Vista Devlp.-Lot #30 Date..10/11/04 08:10:13 Project Address......... Tradition ******* La Quinta, California *v6.01* Documentation Author... Rick Maurer ******* Building Permit Rick Maurer Title 24, Inc. 7544 E Saddlehill Trail Plan Check Date Orange, CA 92869 714-771-1507 Field Check Date Climate Zone........... 15 Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File-SUNVST40 Wth-CTZ15S92 Program -HVAC SIZING User#-MP0357 User -Rick Maurer Title 24, Inc Run -Tradition - Lot #30 GENERAL INFORMATION , FloorArea ................. Volume .. ..... ............ Front Orientation.......... Sizing Location............ Latitude... .... ........ Winter Outside Design...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design....... Summer Range........ ..... Interior Shading Used...... Exterior Shading Used...... Overhang Shading Used...... Latent Load Fraction....... 6294 sf 73804 cf Front Facing LA QUINTA 33.7 degrees 32 F 70 F 112 F 78 F 34 F No No No 0.30 HEATING AND COOLING LOAD SUMMARY Heating Description (Btuh) Opaque Conduction and Solar...... Glazing Conduction ............... Glazing Solar .................... Infiltration ..................... Internal Gain .................... Ducts ............................ Sensible Load .................... Latent Load ...................... 160 deg (S) Cooling (Btuh) 35951 21026 24033 21504 n/a 24899 52703 34644 n/a 8800 11269 11087 123956 121960 n/a 36588 Minimum Total Load 123956 158548 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer',s responsibility. to consider all factors when selecting the HVAC equipment. HVAC SIZING Page 2 HVAC Project Title.......... Sun Vista Devlp.-Lot #30 Date..10/11/04 08:10:13 MICROPAS6 v6.01 File-SUNVST40 Wth-CTZ15S92 Program -HVAC SIZING User#-MP0357 User -Rick Maurer Title 24, Inc Run -Tradition - Lot #30 HEATING AND COOLING LOAD SUMMARY BY ZONE ZONE 'HOUSE' Floor Area....... ................ 5432 sf Volume ........................... 65184 cf Heating Cooling Description (Btuh) (Btuh) Opaque Conduction,land Solar...... 2.7981 17063 Glazing Conduction..... ........ 20993 18783 Glazing Solar .................... n/a 21977 Infiltration ..................... 46548 30598 Internal Gain .................... n/a 7568 Ducts ............................ 9552 9599 Sensible Load .................... 105074 105588 Latent Load.......... .... .. n/a 31676 Minimum Zone Load 105074 137264 ZONE 'GUEST' Floor Area....... .............. 862 sf Volume........ ................. 8620 cf Heating Cooling Description (Btuh) (Btuh) Opaque Conduction .and Solar...... 7970 3963 Glazing Conduction ............... 3040 2720 Glazing Solar .................... n/a 2922 Infiltration...................... 6156 4046 Internal Gain .................... n/a 1232 Ducts ............................ 1717 1488 Sensible Load.. ................ 18882 16372 Latent Load ...................... n/a 4912 Minimum Zone Load. 18882 21284 �, 3 _ 1.�- MICROPASS Table 2-2. Srandard U -values of ti'ood Frame Roofs/Ceilings and Malls -1 Roof/Ceiling Framin¢ Reference= 0 Insulation Spacing - Name U -Value R-03 R-03 16 ,o.c. R-0 2X6.16 0.299 3 R-113 24- o.c. R.0.2X4.24 0.306 R-1 l3 16' O.C. R.I I.2X6.16 0.077 R-13 24" O.C. R. I ZX4.24 0.076 R-133 16" o.c. R.13 2X6.16 0.069 R- 19 24" o.c. R.13.2X4.24 0.068 R-19 I6" o.c. R.I9.2X8.16 0.051 R-22 24' o.c. R.19 -2X4.24 0.047 R- 16" o.c. R.22.2X10.16 . 0.044 R-3030 2;- o.c_ R -»_'X4 24 0.041_ R-30 16' o.c. R 30.2X10.16 0.036 ' R-30 16' O.C. - R.30.2X12.16 0.035 R-38 24' o.c. R.30.2X4 24 0.031 R-38 � 16" O.C. R.38.3XI2.16 0.0_9 R-38 16" o.c.R.38.2X 14.16 0.028 R_49 24" o.c. R-38.2XI4 24 0.025 R-49 16" o.c. Rs9.2X:.16 0.019 . 24" o.c. R.49.3X4.24 0.019 Wall Insulation R-0; 16" o.c. ti'.0.3X4.16 0.386 RR_73 24" O.C. W.0.2X4.24 0.393 R-73 R 7 16" o.c_ W.7.2X4.16 0.130 R-1 13 74- O.C. tt'.7.3X4.24 0.127 ' R-1 13 16" o.c. W.I 1.2X4.16 0.098 R- 13 24-,o.c. tl'.l l.?XG?4 0.094 R 16" o.c. '4" tt'_ 13?X4. f 6 0.088 R- I dS S O.C. XV. 13.2X4.24 0.085 R- 15 16" O.C. tt'.15.2X4.16 0.081 ;. < R-19 24- o.c_ tV. 15.2X4.24 0.077 R'9 16" o.c. ,4.. W. 19.2X6.160.065 0.065 R-21 O.C. W. 19.2X6?, 0.063 R'-1 16 o.c. ww21 'X6.16 0.059 R-25 24" O.C. W -2-1-2X6.24 0.056 _ R'29 16" o.c. 16.. 16'. W. 25.2.X6.16 _ ° '.29-2X4.16 . 0.046 Solidcore wood O.C. NN � • ' door (no insulation) D.O.SCNV 0.330 1. .Based on ASHRAE Parallel heat Flow Calculation. ASHRAE Handbook Fundamentals. 2. These Reference Names are taken from of Appendix H of the Residenrial.4fanual. 3. Does not meet the minimum level required as a mandator• measure (see Pact 4. Roof/ceiling asscmbl;cs"k•hose reference 2.2 of the Residential Afanuol). , names list 2x4 framine include an art' s ace. _ 2-34 COMPLIANCE 06/10/99 1 © 1999 by Enercomp, Inc Floor ( Insulation R-03 R-03 R-113 R -I l3 R-! 3 R-13 R- 19 R-19 R-21 R-21 R-30 R-30 Table 2-3. Standard U -Values of Woo_ d Frame Raised Floorsl t Referencc- Condition Name No crawlspace FXO__X6.16� Craw•lspace FC'0?X6.16 No craw-Ispace FXI I -2X6.16 Craw•Ispace FCI I?X6.16' No craw•Ispace FXI3.2X6.16 Craw•lspace FCI3.2X6.I6 No craw•lspace FX 19.2X8.16 Craw•ispace , FC 19.2X8-16 . No craw-ispace FX21.2X8.16 . Craw•Ispace FC21.2X8-16 No craw-Ispace FX30.2X10.16 Craw (space FC30?X 10.16 U•Value 0-39 0.097 . . 0.071 0.049 0.064 0.046 0.048 0.037 0.045 0.035 0-034 0.028 ' ' !. Basad on ASHRAE Parallel heat Flow• Calculation, ASHRAE Handbook of Fundamentals. 2. The Names liven to the standard assemblies 3. Does not meet the minimum level required used to calculate These U- values in Appendix H of the Residenrial.tla,oral. as a mandator• measure (see Pan 2.2 of the Residerrrial tfanual). Table 24. Standard U -Values of lt'ood Foant Panel Roofs/Ceilings and il'al/s! r = Framing Reference - on $ acin, P _ Name U -Value FReiling 48" o.c. RP. 14.2X4.;8 0.064 4$-o.c. RP.22.2X6-48 0 044 ;8" o -c. 48" o.c-AP.36.2X10.48 RP.28.2X8-,8 0.035 aInsulation 0.028 R-1 s R-22 4,8" O.C. WP. 14.2X4.48 71 0.0�6-:8 48- O.C. tt'P.22 . 0.04499 ' 1. Based on ASHRAE Parallel heat Flow Calculation. ASHRAE Handbook Fundamentals. of 2. The names given to.the standard assemblies used to calculate these U -values in Appendix H of the'Residenrial Manual. . Docs not meet the minimum level required as a mandatory measure (see Pan 2.2 of the Residential Alanual). Table 2-5. Slab Edge Hear Loss Rate (F2 Factor) Insulation R -Value Insulation Depth (in-) R-0 R-3 R-5 R-7 0 8 0.76 0.76 0.76 0.76 12 0.76 0.66 0.64 0.64 18 0.76 0.62 0-58 0.56 Z4 0.76 0.58 0-54 0.51 0.76 0-57 0.53 0.50 © 1999 by-Enercomp, Inc. 06/t 0/992"35 COl✓,PLIAIVCE MiCROPAS5 Table 2-6. Default Fenestration Product U -Values _ (this table to be used by manufacturer's to establish a U. value raring C without performance testing) Single Parte _ Double Pane Frame T)pct Product Type U=value U -value' Metal Operable 1-28 0.87 Metal Fixed 1.19 0.72 ;Metal GreenhouselGarden window 2.26 (-40 !Metal Doors 1.25 0.85 Metal Skvlight 1.72 0.94 Metal. Thermal Break Operable 0.71 Metal, Thermal Break Fixed Metal, Thermal Break Greenhouse/Garden window Metal, Thermal Break Doors 0 Metal, Thermal Break Skyli_ht �y00 4'g Non -?Metal Operable Oa Non -Metal Fixed ve `� HOZ O ace Non -Metal 11 Uat3, aelCt r Doors Kon -Metal $ viy AV CJ b V tr a 8 Kon -Nidal 00i a1' . �, rig a vty leg la00 ata 3 Cyt �� O OS e 9 a rcJ eg e al O a as Os 1 a SGC t _. ton -metal framed ar gal ra,e a S add 0.04 to the listed U- �a01M dal S GC 0 X11 gg ag 3 . rs, hardware, and door thresholds. vel �y0 a 00� 1e g)- A�l 09 ata 3 a 0i �.E eak must have a thermal conductivity of not 3� Cyt le5g 1agg • g1a f • 6� e v0 • Os E 9 al�'g of O man t produce a cap of not less than 0.210--. and • J ON4 1511,- c_ to ers of the fenestration product exposed to interior and exterior air • zn RC %3- g 4 ncorporate a thermal ql 11F �, -Tbreak meetinL the criteria in (a) and (b) above. In addition, the fenestration product must be clearly labeled by the manufacturer that it qualifies as a thermally broken product in accordance with this standard, 2. For all dual.glazcd fenestration products. adjust the listed U -Values as follows: a. Subtract 0.05 for spacers of 7/16" or Nvider. b. Subtract 0.05 for products certified by the manufacturer as low -E glazing. C. Add 0.05 for products -ith dividers between panes if spacer is less than 7/16' %vide. d. Add 0.05 to any product with true divided lite (dividers through the panes). (T:�' Dote: - G=n•alues/Operator n'pes: The default U -value of a fenestration product changes based on [lie operator ripe. For example, a sliding-type ivindo«• will have a different U -value than a fixed n-indow that is othenvise iderrrical (see Table 2-6) As the U -value, orientation, tilt, shading device• solar bear gain coefficient, orerlrmrg and fin configuration are all inpur variables, it is recommended that cath window• of a building be entered into MICROPAS individuallt•. COMPLIANCE 06/10/99 0199-9 b Ener y e camp, inc 1Vate - Labeling. As. of Januarr 1. 1993, all jenestratioz''producrs used for nest..rerrofrt or remodel construction, must display a label stating the n•indair lines performance-Begin,ring in July 1999, the only erceprion to labeling is for fold fabricated fenestration products These are products constructed at the building site frommaterials not cut or fon,red tt it/r rite intention of making a je,restrario,r product All other products mustbe labeled "'ith a CEC Default or NFRC-rated U -value and solar hear gain Coep'rcient (see Table :-6 and Table2-7) Table 2-7- Default Solar Hear Gain Coefficient. TotalXindow• SHGC Frame Type Product GlazingSin gie Double ----•-- — Pane Pane Metal Operable Uncoated ��•----- Metal0.80 0.70 Fixed Uncoated 0.83 3 Metal Operable Tinted !Metal Q.67 Fixed Tinted g Metal, Thermal Break Operable Uncoated Metal, Thermal Break Fixed Une a :Metal, Thermal Break Operable e `p �0y� 0 �Ge � Metal, Thermal Break O xed 1y r,fa e off` ar Non -Metal Iron -?Metal `a� C - r Non -Meta 00S OP .. tr ryg e os deg a� ''; Kon -Metal 0,00 ata g .pv, � �s ea gaa 0-f. Z eg �e GC o� .SH ryrg �1a 0.� e a 5t �g ar INe GC ° Hyl 9g at'ag9 yra y0pa a S� aOOS s 1e E g1 on• -e glass is a coated product• for purposes 1 O4� tea `3 0 O o`� Value for the SHGC, use rite uncoated ralrres front 1 A X, 1egg 1ag8 • g1a a Ge 1' product. 0 3. 0s aya11'g os to cnes(ration products is calculated from, the nominal (e.�..•5030) or • ��e C �� f, � 4es ensigns: _ )door havine glass must be entered in MICROPAS as glazing arca. For any door %-ith an NFRC rating (doors «ith store rhe« j0 percrnr of their -surface area made up of class), the t-~� entire area of the door must be enteredin,rLN11CROPAS as glazing area, since the product rating is for the entire door..Foi doors uiih50 percent or •less of their sarface area made up of class enter either the -entire door arca as glazinc or the actual area of -lass plus a two inch frame extending on all sides_ (the remaining door area is modeled as an OPAQUE SURFACE. The U -value and solar heat gain coefficient of t or manufacturer data. he door i3 taken from Table 2-6 and Table 2=7' Creenhou"se'(garden) Windows: Greenhouse window -dazing area is calculated .using the ' rough opening 'for, the unit (see Figure 2-23). The typically higher.U-�•aluc of Crccnhouse i wn'dous accounts for additional heat'Joss-from-thc projecung top, sides and bottom of the unit. Glazing Orientation` Orientation (azimu[h} for fenestration products is alwaj•s relative to the'desionaced "front" orientation (referred to as •.[he'Plan• A',i,nurh) (see Table 2-1). The designations 'Richt' and •Left' are from the perspective of someone outside- facingethe front of the house. Also see Figure 2-18 (under opaque surfaces) for a sample,diagram. ® 1999 by Enercomp, Inc. 06/10/99 CCMPL ANCE 2 - 3 9 I A'ote — Interior and Exterior Shading, T}pesSolar.Heat Gain CoefJfeients. By choosing , either Ttandard' or 71'one' as the shading device type the, CEC standard assu-Prion for interior and exterior shading is modeled br dfICROPAS (drapes and bug screen's on.glazing other than skylights, and no interior or exterior shading on s,(iGghts). i ` Table 2-8. Solar (Year Gain Coe dents for Inrerior Shading Devices Standard: L Drapery 0.681 Blinds: Venetian Blinds, Vertical Blinds or MiniBlinds 0.47 / Roller Shade Opaque Roller Shades 0:47' - © 1999 by Enercomp, Inc. ion 0or Skylights onfy) , 1 .00 None (for v rugal cluing surfaces) 0.68 1. 0.68 is the default value used when there is no interior shadin_ deice in'stalled on Vertical fenestration products. 2. On Januar• 1. 2002.0paque Roller Shades must be modeled with a 0.68 SHGC. Table 2.9. Solar Hear Gain Coef cicrrts for Exerior Shading Devices Shading Device= w/ Single Pane Clear Glassl Standard (Bug Screens) 0.76 «'oven Ectenor Shades.reens (53x 16/inch weave) 0.30 Louvered Shadcscrecns -/louvers as wide as openings 0.27 Low Sun Angle (LSA) Louvered Shadescreens 0.13 Roll down (awnings. blinds. or slats) 0.13 None (for skylights only) I ?gone (for vertical glazing surfaces) .00 0.76 Substantially Shaded/Building Shade 0.20 I,. Exterior operable awnings (canvas, plastic -'or metal) except those that roll %er'tic111� do��n and cover the entire window, should be treated as overhangs_ 2. Standard bug screens are assumed for all vertical glazing unless' replaced b� other exterior shade screens. The_SHGC for bug screens is an area -weighted value that assumes that the screens.are only on operable windows. The SHGC of exterior shade screens that are applied to some of the window areas is area -weighted with the SHGC of bug sdr ' ns for the remainder of the glazine. 3. Reference glass for SHGCs is 1/8 inch double strength sheet (DSS) glass. fralues from the Residential Afair ual_ 06/10/99 COMPL/ANC1= 2-41 Z001/002 2 PL. �.N : DoT 3 o cusp GLAZING AREATI l� Z-9 y sQ.Fr 593 2 + 8tio'�— S KYLIC HTS p•v7-, Z X 3= 1 8 (3) oi' F, N A�. 00 ' rn•R�-Y: LSO x� = JS RU b MIOV, LSO xb = 3 Ck rn . )5o 7- X 8- kv k f I F. O. M.6A. - 16x3 y.EF. r/7. 5 - 3 0 F. rz • ' /,�, yam✓+. 10,W O S 6 7rvodK L� x g : ►oo1,s��.Q. 2- ?o I F,✓, 2- x g : .- b rte. 2e7-/'. Z x%. = 3 0 l�-1 ly► • fU-7-. 5 to _ 30 F. m 2e r. Z b X g: ao F. 4. 1.1 v' . 2- ?o I F,✓, 2- x g : S� NAF r¢ti•3 (U SI Z XS = 801411-6 , /L40r-- 21\11 B':: b10 kill F. p e 5 r LbxIo =3o�v 1 K i r , Z- r S = Zo l' -r (U pi f y X co = Z `1 F • •R XIT• LYES='10 F. �3D.t Le)KS= p,n/, Zb r g " kO 1F, yV eJT. 2 e x F= Y GARAGE TOTAL. . GLAZING, - B3 `J CED •.L -SS -:>jd O -L r)ok'6rJ ::it) SONVNIcI2iv C NnOS A -30-3n-# 'S��da� 03cvo11tar107Nt1 N �1�nC1 No �� -.4 Zi N 01 LV-lr)Sr4l Q'G'_,e -;}, S3�C zi r4 vIN 0lc,01 L Ooolob as -io►h• oS-dAlh' btI(t2 ao0)`(O-Z ZIlz of,2t o�d�l�d7 73A �V:4 er-(a -v i N Z0)' 4a�O�G�h at,- OS -V n Z h (OML) 010(162...- 002 (9q . -_ 00I'6Z 215((9- OaS a b co a SS 0 CAS 'o h OOSrL H -a rq Z (,IE h 0021 0021 0.21 0OZI 2haOII�3212 0�10�`u��' °Lho�uB�d� Sh07USSS •ab3?1 .0b371 -. •aa371 - 'ab37i r6vvecv7- ol 0021 o2Li Baa' 1010 a' L 2t4L,ax.ls25 ID�O�S� _ _ .0.22 -. - .. - -... -o2L I 00455 IACO =.row 13m 0ZU QOarS07 �' a.lns ''47 -UN -9 - W U4319 ' V 'ON t -M ' zti is o IM -A IA V -4q .1X9 ?Iuw-i k v-ra SSO'1•��•4N'v'1S 101=1-31:3 *736 -Lna N 1 H n -L1 a cG i j O' �;,N9S- O'r,nl�a e7N ®i (NIW) ZJ33s -.mn ,INt5N3©Noo AX -L V; Q(001.zl210-H ion A V43 a. l(lain0 3n�d- _ PVA n`�J..sd S7J�Ld� l� 7��.L'�M-1;J3?9HTJ - •d %�3�.....,,0,151 /` _. N X15. Product 58STA/STX Data • - 4 -Way Multipoise Induced -Combustion Gas Furnace Input -Capacities: 45,000 thru 155,000 Btuh Copyright 2002 Carrier Corporation THE CARRIER 58STA/STX GAS -FURNACE The 58STA/STX 4 -way Multipoise Gas Furnaces feature Carrier's QuieTechTM noise reduction system for incredibly quiet induced draft operation. Applications are easy with 4 -way multipoise design, through - the -furnace downflow venting, 13 dif- ferent venting options, and a door designed for easy service'access. An inner blower. door is provided for tighter sealing in sensitive applica- tions. The 58STA/STX furnaces are approved for use with natural or pro- pane gas. STANDARD FEATURES — QuieTech noise reduction system — Microprocessor based control center Adjustable heating air temperature rise Adjustable cooling airflow LED diagnostics and self test feature — 4 -way Multipoise furnace, 13 vent applications — Only 33-1/3" tall — Inner blower door — Hot surface ignition (HSI) — Draft safeguard switch to ensure proper furnace venting. — Heat pump compatible — Residential installations eligible for consumer financing through the Retail Credit Program LIMITED WARRANTY . 20 -year warranty on "Super STM" heatexchanger ]-year parts warranty on all other components Form 58ST-1PD Physical data Blower performance data 045 070 - 1 090 W 110 W I 135 155 UNIT SIZE OB 12 08 12 1 14 16 12 16 22 1 16 22 20 08 12 58STX Upflow; all 35,000 36,000 53,000 54,000 71,000 71,000 89,000 89,000 89,000 107,000 107,OOC 125,000 OUTPUT CAPACITY BTUH' 58STA 1/5 1/3 1/3 1/2 1/3 (Nonweatherized ICS) t 58STX Downflow/ Horizontal 34,000 34,000 51,000 51,000 68,000 68,000 85,000 85,000 85,000 102,000 102,00C 119,000 5.2 58STX Upfiow; all SBSTA 44,000 44,000 66,000 66,000 88,000 88,000 110, 110,0 110, 132, 132, 154,000 INPUT BTUH' 58STX Downflow/ Horizontal 42,000 42,000 63,000 63,000 84,000 84,000 105,OOC 1105.00C 105,001126,000 126, 147,000 SHIPPING WEIGHT (Lb) 104 107 111 115 127 140 135 146 152 1 149 163 '170 CERTIFIED TEMP RISE RANGE ("F) 30-60 20-50 40-70 30-60 40-70 30-60 50-80 40-70 30-60 50-80 40-70 45-75 CERTIFIED EXT STATIC Heating 0.10 0.10 0.12 0.12 0.15 0.15 0.20 0.20 0.20 0.20 020 0.20 PRESSURE Cooling. 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.8 • 0.5 0.5 0.5 AIRFLOW CFM=Heating 920 1 1250 830 1195 1375 1505 1335 1515 1900 1525 1850 1790 Cooling 845 1160 900 1200 1385 1720 1355 1680 2220 1710 2110 2230 AFUE%' NICS eatherized 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 LIMIT CONTROL SPST HEATING BLOWER CONTROL Solid -State Time Operation BURNERS (Monoport) 2 2 3 3 3 1 4 1 4 1 5 5 5 6 7 GAS CONNECTION SIZE 1/2 -in. NPT GAS VALVE (Redundant) Manufacturer White -Rodgers Minimum Inlet Pressure (In. wc) 4.5 (Natural Gas) Maximum Inlet Pressure (In. wc) 13.6 (Natural Gas) IGNITION DEVICE Hot Surface ' Gas input ratings are certified for elevations to 2000 ft. For elevations above 2010 ft, reduce ratings 4% for each 1000 ft above sea level. Refer to National Fuel Gas code Table F4 or furnace Installation Instructions. In Canada, derate the unit 10% for elevations 2000 to 4500 ft above sea level. t Capacity in accordance with U.S. Government DOE test procedures. t Airflow shown is for bottom only retum-air supply. For air delivery above 1800 CFM, see Air Delivery Table for other options. A filter is required for each retum-air supply. ICS - Isolated Combustion System - Blower performance data PSC -Permanent Split Capacitor a i! Il 045 070 -F 090 W 110 va 1 113511 155 UNIT SIZE 08 12 08 12 14 1 16 12 16 1 22 16 - 20 20 DIRECT -DRIVE MOTOR Hp (PSC) 1/5 1/3 1/5 1/3 1/3 1/2 1/3 1/2 3/4 - 1/2 3/4 3/4 MOTOR FULL LOAD AMPS 2.9 5.2 2.9 5.2 7.9 5.2 7.9 11.1 7.9 11.1 11.1 RPM (Nominal) - Speeds 1075-3 1075-3 1075-3 1075-3 E5.2 75.3 1075-3 1075-3 1075-3 1075-3 1075.3 1075-3 1075-3 BLOWER WHEEL DIAMETER x WIDTHS (In.) 10 x 6 10 x 6 10 x 6 10 x 6 10 x 8 10 x 10 10 x 8 10 x 10 11 x /1 10 x 10 11 x 11 11 x 11 PSC -Permanent Split Capacitor a i! Il AIR DELIVERY—CFM (With Filter)' 'A filter is required for each retum-air supply. Airflow performance includes 1" washable filter media such as contained in factory -authorized accessory filter rack. To determine airflow performance without this filler, assume an additional .1 available external static pressure. -Indicates unstable operating conditions. EXTERNAL STATIC PRESSURE (In. wc) RETURN -AIR 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 UNIT SIZE SUPPLY SPEED Bottom High 1085 1035 975 915 845 770 675 565 390 195 045-08 or Med-High 920 875 830 770 710 640 555 440 250 — 1 Side Med-Low 820 775 730 680 620 555 470 360 190 — Bottom High 1440 1375 1305 1240 1160 1070 975 870 730 560 045-12 or Med-High 1360 1300 1240 1175 1115 1040 950 850 725 575 1 Side Med-Low 1250 1210 1160 1100 1040 965 885 790 670 520 Bottom High 1030 1010 980 945 900 845 775 680 490 335 070-08 or Med-High 835 815 790 760 7206 610 490 375 265 1 Side Med-Low 725 700 675 645 600 5 475 390 300 Bottom High 1425 1375 1320 1265 1200 1601125 1035 940 830 655 70 12.' or Med-High 1320 1280 1240 1205 1140 1075 995 905 790 620 1 Side Med-Low 1200 1175 1145 1105 1050 990 920 840 725 555 Bottom High 1650 1600 1535 1465 1385 1285 1175 1055 895 645 090-14 or Med-High 1515 1485 1440 1380 1300 12 1115 990 830 600 iside Med-Low 1385 1360 1320 1260 1195 40M 1025 915 710 565 Bottom High 2060 1985 1915 1820 1720 W6110 1490 1340 1135 925 090 16 or Med-High 1790 1765 1715 1645 1560 1470 1345 1195 1010 820 1 Side Med-Low 1505 1505 1480 1440 1375 1300 1190 1045 890 740 Bottom High 1625 1575 1515 1445 1355 1260 1165 990 785 — 110.12 or Med-High 1510• 1470 1415 1355 1285 1185 1070 890 725 — 1 Side Med-Low 1360 1335 1295 1250 1180 1100 985 810 — — Bottom High 2035 1965 1880 1790 16801495 1365 1215 1075 875 110.16 or Med-High 1745 1710 1650 1560 1450 134 1205 1090 955 750 1 Side Med-Low 1530 1515 1470 1400 1310 1095 990 830 670 - Bottom Higgh 2530 2470 2400 2320 2220 2115 2000 1865 1730 1590 Only Med-High 2230 2205 2165 2110 2035 1950 1855 1740 1615 1485 Med-Low 1920 1900 1880 1845 1795 1730 1650 1555 1460 1340 110 22 Both Sides or High T.B.A. T.B.A T.B.A T.B.A T.B.A T.B.A T.B.A T.B.A T.B.A T.B.A 1 Side & Bottom Med-High 1 Side Only High 2540 2495 2430 2355 2265 2175 2065 1935 1785 1650 Med-High 2125 2120 2105 2060 2010 1940 1840 1730 1615 1485 Bottom High 2090 2010 1930 1835 1710 1590 1470 1335 1025 835 135-16 or Med-High 1790 1755 1705 1640 1550 1465 1360 1210 945 785 1 Side Med-Low 1545 1525 1500 1450 1380 1315 1215 1005 855 670 Bottom High 2485 2400 2310 2215 2110 2000 1880 1725 1535 1355 Only Med-High 2195 2150 2090 2000 1920 1825 1720 1565 1405 1255 Med-Low 1880 1850 1820 1780 1715 1635 1540 1415 1290 1160 135.22 Both Sides or High T.B.A. T.B.A T.B.A T.B.A T.B.A T.B.A T.B.A T.B.A T.B.A T.B.A 1 Side 8 Bottom Med-High 1 Side Only High 2320 2250 2155 2055 1970 1855 1725 1600 1450 1260 Med-High 2125 2065 1995 1910 1815 1710 1610 1490 1340 1175 Bottom Higgh 2465 2430 2375 2305 2230 2110 2000 1865 1725 1545 Only Med-High 2115 2105 2075 2030 1980 1910 1830 1725 1590 1425 Med-low 1800 1790 1770 1735 1695 1640 1570 1465 1345 1225 155-20 Both Sides or High T.B.A. T.B.A T.B.A T.B.A T.B.A T.B.A T.B.A T.B.A T.B.A T.BA 1 Side & Bottom Med-High 1 Side Onl y High 'Med- igh T.B.A- T.B.A T.B.A T.B.A T.B.A T.B.A T.B.A T.B.A T.B.A T.B.A 'A filter is required for each retum-air supply. Airflow performance includes 1" washable filter media such as contained in factory -authorized accessory filter rack. To determine airflow performance without this filler, assume an additional .1 available external static pressure. -Indicates unstable operating conditions. Dimensions 28-7/8' / \ 25-1/4' 1-9n6- 22-9/16 A 2 9n6" AWFLOW 4' vENT Cold - - Y9" 13/16" .U+Cr1ON eox D 13/16' LOCATION C 4-LVb- Qf7LET r i aCE550RY 8-7/16 I vY Om. v6' VY DIA. nI0&.IOSTAT RN. GAS ENTRY WIRE ENTRY t P1 3_5�. VZ VIA. 1HEHApSTA - 47/16" NIRS. ENRRY L.M. Cis ENTRY , 33-5/16- D .. .:. I JLAICT 'ON BOX LOCATI ALTERNATE ONI TYPI SIDE INET VENT OUTLET SIDE IN. 5 PLACES (TYP)- 7/8• DIA. ACCESSORY 3.Y4- 7/9" DIA ACCESSORY 13/16- 5-V2-' - BOTTOM 21.5/9' Fv16' E Vim' INLET 1.1/4' 9OT7CM I�U 22-1/16• r A02021 VENT A D E F CONNECTION S8STA/STX (CABINET (SUPPLY (BOTTOM (TOP VENT SIZE UNIT SIZE WIDTH) WIDTH) RETURN WIDTH) OUTLET) (see note 1 & 2) 045-08 14-3/16 12-9/16 12-11/16 9-5116 4 045-12 14-3/16 12-9/16 12-11/16 9-5/16 4 070-08 14-3/16 12-9/16 12-11/16 9-5/16 4 070 12 14-3/16 12.9/16• 12-11/16 9-5/16 4 070-16 17-1/2 15-7/8 16-1/8 11-9/16 4' 090-14 17-1/2 15-7/8 16.1/8 11-9/16 4 090-16 21 19-3/8 19-1/2 13-5/16 4 - or 090-20 21 19-3/8 19-1/2 13-5/16 4 110-12 17-1/2 15-7/8 16-1/8 11-9/16 4 110-16 21 19-3/8 19-1/2 13-51/6 4 110.22 `21' 19-3/8 19-1/2 13-5116 4 135-16 21 19-3/8 19-1/2 113-5/16 4 (note 1) 135-22 24-1/2 22-7/8 23 15-1/16 4 (note 1) , 155-20 24-1/2 1 22-7/8 23 15-1/16 4 (note 1) 1) 135 and 155 size furnaces require five- . inch vents. Use a 4-5 inch vent adapter be- tween furnace and vent stack. 2) See Installation Instructions for complete installation requirements. CAC- Dimensional- info-psc.doc Product Data HEATING.& COOLING Cooyrisht 1997 Carrier Corooration 1 l T I vIw 38BRC (60 Hz) Air Conditioner Sizes 024 thru 060 Model 38BRC Energy -Efficient Air Conditioner incorporates innovative technology to provide quiet.'reliable cooling performance. Built into these units are the features most desired by homeowners today, including SEER ratings of at least 12.0 when used with specific Carrier indoor sections. All models are listed with UL, c -UL, ARI, CEC, and CSA-EEV. The 38BRC meets the Energy Stars- -guidelines for energy efficiency. FEATURES/BENEFITS Electrical Range — All units are offered in single phase 208/230v. The 38BRC 036 through 060 models are offered in 208/230v 3 phase. Wide Range of Sizes —Available in 6 nominal sizes from 024 through 060 to meet the needs of residential and light commercial applications. Compressor — This unit features a scroll compressor. This compressor is significantly more efficient than 1 conventional compressors. Its simple design offers improved reliability. Each compressor is mounted on rubber isolators for additional sound reduction. The scroll compressor will start under most system loads. minimizing the need for start assistance components. For improved serviceability, the 024 through 042 models are equipped with a compressor terminal plug. Continuous operation is approved down to »°F (12.8°C) in the cooling mode. (See cooling performance tables_) Operation down to 0°F or —20°F is approved when low -ambient requirements are met. Weather Armor II Cabinet — The access panels and top are protected Form 38BRC. t PD 30' SO ---� M --�I AIR IN AIR DISCHARGE AM DISCHARGE - — — _ FIELD POWER SUPPLY CONN 0 0 7/e -IN. DIA HOLE WITH 1 1/e -IN. DIA KNOCKOUT _ ' N AND 1310 -IN. DIA _ 20' 27'11r," KNOCKOUT AIR IN N8 -IN. DIA AIR IN 299/16- 1 B ti FIELD CONTROL. SUPPLY CONN 7/e -IN. DIA HOLE TIEDOWN KNOCKOUTS - _ -� 9/6 -IN. DIA LIQUID • (2) PLACES IN 1 0 LINE CONN _ - BASEPAN CD — P 0 0 �-i , AIRDISCHARGE I 27/6„ C + —�► 61/2' F4 AIR IN J IN 23 1/2' I D DIA VAPOR LINE CONN I 1/a' --0-271/4- 271/4- 29 3/4 293/4• NOTES: 1. Allow 30 in. clearance to service side of unit, 48 In. above unit, 6 in. on one side, 12 in. on remaining side, and 24 in. between units for proper airflow. 2. Minimum outdoor operating ambient in cooling mode is ' 55^F, max. 125"F. 3. Series designation Is the 13th position of the unit model number. 4. Center of gravity 0. A97075 -I)IMI:NSIONS (IN.) UNIT MINIMUM SIZE SERIES B C D M N P MOUNTING PAD DIMENSIONS 024 30 27.15/16 3-3/16 5/8 14-3/4 14 11 30 X 30 024 31 23.15/16 3.3/16 5/8 14.3/4 14 10 30 X 30 030 30 33.15/16 3-3/16 3/4 14-3/4 14 13 30 X 30 030 31 27.15/16 3.3/16 3/4 14-3/4 14 11 30 X 30 036 30,50 33-15/16 3.3/16 3/4 14.3/4 14 13 30 X 30 036 _ 31 33.15/16 3.3/16 3/4 14.3/4 14 13 30 X 30 036_ 32,52 27.15/16 3.3/16 3/4 14.3/4 14 11 30 X 30 042 30.50 39-15/16 3-1/4 7/8 14.3/4 14 15 30 X 30 042 31 39-15/16 3-1/4 7/8 14.3/4 14 15 30 X 30 042 32.52 33.15/16. 3-1/4 7/8 14-3/4 14 13 30 X 30 046 30 33.15/16 3.1/4 7/8 15-1/2 14-3/4 13 30 X 30 048 32,52 33.15/16 3-1/4 7/8 15.1/2 14.3/4 13 30X30 060 30 39.15/16 3-1/4 7/8 15-1/2 14-3/4 15 30 X 30 060 ' 32,52 39 15/16 3 1/4 7/8 15-1/2 14.3/4 15 30 X 30 Combination ratings SEER FACTORY- CARRIER GAS SUPPLIED UNIT INDOOR TOT. CAP. ENHANCE- STANDARD FURNACE OR ACCESSORY ACCESSORY SOUND RATING TXV; LLS SIZE-SERIES MODEL BTUH MENT RATING TDRt EER (dBA) CC5A/CO5A/CD5BA024' CC5A/CO5A/CD5BA030 23.000 23.400 NONE - 12.00 12.00 12.00 10.80 78 CC5A/CD5A/CD5BW024 23.000 NONE NONE - - 12.10 12.00 12.10 12.10 10.90 78 CC5A/CD5A/CO5BW030 23.400 NONE - 12.10 12.00 12.10 12.00 12.10 10.80 10.90 78 78 CO3(A.B)A024 CO3(A.B)A030 23.000 23.400 NONE NONE - 12.00 12.00 12.00 10.80 78 CE3AA024 23,400 NONE - - 12.10 12.00 12.10 12.00 12.10 12.00 10.90 10.90 78 78 CE3AA030 CF5AA024 23.600 23,400 NONE NONE - 12.10 12.10 12.10 11.00 78 CG5AA024 23.400 TXV - - 12.00 12-00 12.00 12.00 10.90 78 CJ5A/CK5A/CK5BA024 23.000 NONE - 12.00 - 12.00 12.00 12.00 10.90 10.80 78 78 CJ5A/CK5A/CK5BA030 CJ5A/CK5A/CK5BW024 23,400 23,000 NONE NONE - 12.10 12.10 12.10 10.95 78 CJ5A/CK5A/CK5BW030 23,400 NONE - - 12.00 12.10 12.00 12.10 12.00 12.10 10.80 10.95 78 78 CK3BA024 CK38AO30 23,000 23.400 NONE NONE - 12.00 12.00 12.00 10.80 78 CM5A/CM58024 23,400 NONE - - 12.10 12.00 12.10 1200 12.10 1200 10.95 11.10 78 78 F(A,B)4AN(F.C)024 F(A,8)4AN(F,C)030 23,200 23,600 TDR TOR 12.00 - 12.00 - 10.90 78 FC48NF024 23,200 TDR & TXV 12.20 12.00 - - 12.20 - - - 11.15 10.90 78 78 FC48NF030 23.600 TDR & TXV 12.20 - - - 71.15 78 FC46NF033 24,000 TDR & TXV 12.40 - 11.35 78 F03ANA024 FD3ANA030 23,200 23,800 NONE NONE - 12.00 12.00 12.00 11.00 78 FF1(A.B.C)NA024 23,200 TDR 12.00 12.20 - 12.20 12.00 12.20 11.05 78 FF1(A.8,C)NA030 23,400 TDR 12.20 - 12.20 - - 10.80 11.05 78 78 FG3AAA024 FK4CNF001 23,000 23,800 NONE TOR & TXV - 13.00 11.80 11.80 11.80 10.65 78 FK4CNF002 23,800 TDR & TXV 13.50 - - - - - - 12.30 1240 78 78 FK4CNF003 23,800 TDR & TXV 14.00 - - 1- 12.70 78 COILS + 58MVP040-14 VARIABLE-SPEED FURNACE CC5A/CD5A/CD5BA024 23.200 TDR 13.00 - 13.00 - 11.65 78 CC5A/CD5A/CD5BA030 23.400 TOR 13.00 -73.00 - 11.95 78 CC5A/CD5A/CD5BW024 23.200 TDR 13.00 - 13.00 - 11.65 78 CC5A/CD5A/CD5BW030 23.400 TDR 13.00 - 13.00 - 11.95 78 CD3(A.B)A024 CD3(A.B)A030 23.200 23.400 TDR TDR 13.00 13.00 - 13.00 - 11.65 78 CJ5A/CK5A/CK5BW030 23.400 TDR 13.00 - - 13.00 13.00 - - 11.95 11.95 78 78 024-30,31 CK36A024 23.200 TDR73.00 - 13.00 - 11.65 78 CK38AO30 23.400 TDR 13.00 - 13.00 - 11.95 78 COILS + 58MVP060-14 VARIABLE-SPEED FURNACE CC5A/C05A/C056A024 CC5A/CD5A/CD56A030 23.200 23.400 TDR TDR 13.00 -13.00 - 11.65 78 CC5A/CD5A/CD56W024 23.200 TDR 13.00 13.00 - 13.00 - 11.95 78 CC5A/CD5AiCD56W030 23.400 TDR 13.00 - 13.00 11.65 78 CO3(A.B)A024 23.200 TDR 13.00 - - 13.00 13.00 - - 11.95 11.65 78 78 CD3(A.B)A030 CJ5A/CK5A/CK56W024 23.400 23.200 TDR TDR 13.00 - 13.00 - 11.95 78 CJ5A/CK5A/CK5BW030 23.400 TDR 13.00 13.00 - 13.00 - 11.65 78 CK36A02e 23.200 TDR 13.00 - - 13.00 13.00 - 11.95 11.65 78 78 CK36AO30 1 23.400 1 TDP. 13.00 - 13.00 - 11.95 78 COILS + 58MVP080-14 VARIABLE-SPEED FURNACE CC5A/CO5A/CD5BA024 CC5A/CD5A/CD56A030 23.200 23.400 TDR 13.00 - 13.00 11.65 78 CC5A/CD5A/CD56W024 23.200 TDR TOR 13.00 13.00 - 13.00 11.95 78 CC5A/CO5A/CD5BW030 23.400 TDR 13.00 -13.00 - 13.00 11.65 78 CD3(A.B)A024 CD3(A.6)A030 23.200 TDR 13.00 - 13.00 - - 11.95 11.65 78 78 CJ5A/CK5A/CK5BW024 23.400 23.200 TDR TDR 13.00 13.00 - 13.00 11.95 78 CJ5A/CK5A/CK5BW030 23.400 TDR 13.00 - 13.00 11.95 78 CK3BA024 23.200 TDR 13.00 - - 13.00 13.00 - 12.15 11.95 78 78 CK36A030 23.400 1 TDR I 13.00 - 13.00 - 12.15 78 COILS + 58U(H.X)V060-12 VARIABLE-SPEED FURNACE CC5A/CD5A/CD5BA024 CC5A/CD5A/C056A030 23.200 23,400 TDR 13.00 - 13.00 11.75 78 CC5A/CD5A/CD58W024 23.200 TDR TDR 13.00 13.00 - 13.00 11.95 78 CC5A/CD5A/CD5BW030 23.400 TDR 13.00 - 13.00 11.75 78 CD3(A.B)A024 23.200 TDR 13.00 - - 13.00 13.00 - 11.95 11.75 78 78 CD3(A.B)A030 CE3AA024 23,400 23.400 TOR 13.00 - 13.00 11.95 78 CE3AA030 23.600 TDR TDR 13.00 13.00 - 13.00 - 11.80 78 CJ5A/CK5A/CK56A024 23.200 TDR 13.00 13.00 - 12.05 78 CJ5A/CK5A/CK5BA030 23.200 TDR 13.00 - 13.00 11.85 78 CJ5A/CK5A/CK56W030 23.200 TDR 13.00 - 13.00 - 12.10 78 CK38AO24 CK38AO30 23.200 TDR 13.00 - - 13.00 13.00 - 12.10 17.85 78 78 23.200 TDR 13.00 - 13.00 - 12.10 78 CC5A/CO5A/CD58A.030' CCSA/CD5A/CD5BA036 29.000 � 29.600 NONE NONE - 12.00 12.00 12.00 10.70E78 030 30, 31 CC5A/CD5A/CD58W030 29.000 NONE - 12.20 12.00 12.20 12.20 .11.15 CD3(A.B)A030 29,000 NONE - 12.00 12.00 12.00 12.00 12.00 10.70 10.70CD3(A.B)A036 29.600 29.600 NONE NONE - 12.20 12.20 12.20 11.15C05A!CDSBW036 See notes on pg. 15. - 12.20 12.20 12.20 it15 6 Combination ratings continued SEER FACTORY- JEARRIER GAS SUPPLIED FURNACE OR ACCESSORY UNIT INDOOR TOT. CAP. ENHANCE- STANDARD ACCESSORY SIZE -SERIES MODEL STUN I MENT RATING TDR t TXV± I LLS CJ5A/CK5A/CK5BA042 CJ5A/CK5A/CK5BW036 CK3BA036 CK38AO42 CCSA/CD5A/CD5BA036 CC5A/CD5A/CD5BA042 CC5A/CD5A/CD5BW042 CD3(A.B)A036 CD3(A.B)A042 CD5A/CD5BW036 CJ5A/CK5A/CK5BA042 CJ5A/CK5A/CK5BW036 CK3BA036 CK3BA042 CJ5A/CK5A/CK5BA042 CJ5A/CK5A/CK5BW036 CC5A/CD5A/CD56A036 CC5A/CD5A/CD5BA042 CC5A/CD5A/CD5BW042 CD3(A.B)A036 CD3(A.B)A042 CD5A/CD5BW036 CE3AA036 CE3AA042 CJ5A/CK5A/CK5BA036 CJ5A/CK5A/CK5BN036 CK3BA036 CK3BA042 036-30,50, CC5A/CD5A/CD5BA036 31, 32, 52 CC5A/CD5A/CD5BA042 CC5A/CD5A/CD58W042 CD3(A.B)A036 CD3(A.S)A042 CD5A/CD5BW036 CE3AA036 CE3AA042 CJ5A/CK5A/CK5BA042 CJ5A/CK5AICK56W036 CK3BA036 CK36AO42 042-30,50, 31,32,!W, See notes on pg. 15. 12 CC5A/CD5A/CD5BA036 CC5A/CD5A/CD5BA042 CC5A/CD5A/CD5BW042 CD3(A.B)A036 CD3(A.B)A042 CD5A/CD5BW036 CE3AA036 CE3AA042 CJ5A/CK5A/CK5BA042 CJ5A/CK5A/CK56W036 CK3BA036 CK3BA042 CC5A/CD5A/CD5BA036 CC5A/CD5A/CD5BA042 CC5A/CD5A/CD5BW042 CD3(A.B)A036 CD3(A.B)A042 CD5A/CD58W036 CE3AA036 CE3AA042. CJ5A/CK5A/CK5BA042 CJ5A/CK5A/CK5BW036 _ CK3BA042 CC5A/CD5A/CD5BA042' CC5A/CD5A/CD5BC048 CC5A/CD5A/CD5BW042 CC5A/CD5A/CD5BW048 CD3(A.B)A042 1 CO3(A.B)A048 7 CD5A/CD58A048 COILS + 58MVP080-20 VARIABLE -SPEED FURNACE 35,000 TDR 12.80 - 12.80 35.000 TDR 12.50 - 12.50 35,000 TDR 12.50 - 12.50 35.000 TDR 12.80 - 12.80 COILS + 58MVP100-20 VARIABLE -SPEED FURNACE 35.000 TDR 12.80 11.45 12.80 35.000 TDR 13.00 - 13.00 35.000 TDR 13.00 - 13.00 35,000 TDR 12.80 - 12.80 35,000 TDR 13.00 - 13.00 35.000 TDR 12.80 - 12.80 35,000 TDR 13.00 - 13.00 35,000 TDR 12.80 - 12.80 35,000 TDR 12.80 - 12.80 35.000 TDR 13.00 - 1 13.00 COILS + 58MVP120-20 VARIABLE -SPEED FURNACE 35.000 TDR 13.00 - 13.00 35.000 TDR 12.80 - 12.80 COILS + 58U(H,X)V060-12 VARIABLE -SPEED FURNACE 35.000 TDR 12.50 - 12.50 35.000 TDR 13.00 - 13.00 35.000 TDR 13.00 - 13.00 35,000 TDR 12.50 - 12.50 35,000 TDR 13.00 - 13.00 35,000 TDR 12.50 - 12.50 35,000 TDR 12.50 - 12.50 35.000 TDR 13.00 - 13.00 35.000 TDR 12.50 - 12.50 33.000_ TDR 12.50 - 12.50 35,000 TDR 12.50 - 12.50 35.000 TDR 12.80 - 12.80 COILS + 58U(H.X)V080.16 VARIABLE -SPEED FURNACE 35,000 TDR 12.50 - 12.50 35,000 TDR 13.00 - 13.00 35.000 TDR 13.00 - 13.00 35.000 TDR 12.50 - 12.50 35.000 TDR 13.00 - 13.00 35,000 TDR 12.50 - 12.50 35.000 TDR 12.50 - 12.50 35.000 TDR 13.00 - 13.00 35.000 TDR 13.00 - 13.00 35.000 TDR 12.50 - 12.50 35.000 TDR 12.50 - 12.50 35.000 TDR 13.00 - 1 13.00 COILS + 58U(H,X)V100-20 VARIABLE -SPEED FURNACE 35.000 TDR 12.80 - 12.80 35.000 TDR 13.00 - 13.00 35.000 TDR 13.00 - 13.00 35.000 TDR 12.80 - 12.80 35.000 TDR 13.00 - 13.00 35.000 TDR 12.80 - 12.80 35.000 TDR 12.50 - 12.50 35.000 TDR 13.00 - 13.00 35.000 TDR 13.00 - 13.00 35.000 TDR 12.80 - 12.80 35.000 TDR 12.80 - 12.80 35.000 TDR 13.00 - 13.00 COILS + 58U(H.X)V120-20 VARIABLE -SPEED FURNACE 35.000 TDR 12.80 - 12.80 35.000 TDR 13.00 - 13.00 35.000 TDR 13.00 - 13.00 35.000 TDR 12.80 - 12.80 35.000 TDR 13.00 - 13.00 35.000 TDR 12.80 - 12.80 35.000 TDR 12.50 - 12.50 35.000 TDR 13.00 - 13.00 35.000 TDR 13.00 - 13.00 35.000 TDR 12.80 - 12.80 35.000 TDR 13.00 - 13.00 40.000 NONE - 12.00 12.00 40.000 NONE - 12.00 12.00 40.000 NONE - 12.00 12.00 40.500 NONE - 12.00 12.00 40.000 NONE - 12.00 12.00 40.500 NONE - 12.00 12.00 40.500 NONE 12.00 4jw 12.00 SOUND A) RATING EER (dBA) I 11.1 I 82 11.15 82 11.15 82 11.25 82 - 11.15 82 - 11.25 82 - 11.25 82 - 11.15 82 - 11.25 82 - 11.15 82 - 11.50 82 - 11.45 82 - 11.45 82 - 11.50 82 11.45 1 82 - 11.40 82 - 11.10 82 - 11.20 82 - 11.20 82 - 11.10 82 - 11.20 82 - 11.10 82 - 10.95 82 - 11.20 82 - 11.15 82 - 11.00 82 - 11.15 82 - 11.20 82 - 11.10 82 - 11.20 82 - 11.20 82 - 11.10 82 - 11.20 82 - 11.10 82 - 10.95 82 - 11.20 82 - 11.40 82 - 11.30 82 - 11.30 82 - 11.40 82 - 11.10 82 - 11.20 82 - 11.20 82 - 11.10 82 - 11.20 82 - 11.10 82 - 10.95 82 - 11.20 82 - 11.65 82 - 11.60 82 - 11.60 82 - 11.65 82 - 11.10 82 - 11.20 82 - 11.20 82 - 11.10 82 - 11.20 82 - 11.10 82 - 10.95 82 - 11.20 82 - 11.60 82 - 11.50 82 - 11.60 82 12.00 10.60 82 12.00 10.50 82 12.00 10.50 82 12.00 10.60 82 12.00 10.60 82 12.00 10.60 82 12.00 ap10.60 op 82 al l Combination ratings continued See notes on pg. 15 14 SEER FACTORY- CARRIER GAS UNIT INDOOR TOT. CAP. SUPPLIED ENHANCE- STANDARD FURNACE OR ACCESSORY ACCESSORY SOUND RATING TXV# LLS SIZE -SERIES MODEL BTUH MENT RATING TDRt EER (dBA) CC5A/CD5A/CD5BWO48 40,500 TDR 13.00 - 13.00 - 11.30 82 CD3(A,B)A042 40.000 TDR 12.50 - 12.50 - 11.15 82 CD3(A.B)A048 40,500 TDR 13.00 - 13.00 - 11.30 82 042-30,50, CD5A/CD56A048 40,500 TDR 13.00 - 13.00 - 11.30 82 31, 32, 52 CE3AA042 40.000 TDR 13.00 - 13.00 - 11.20 82 CE3AA048 40.500 TDR 13.06 - 13.00 - 11.25 82 CJ5A/CK5A/CK5BA042 40.000 TDR 12.50 - 12.50 - 11.35 82 CJ5A/CK5A/CK5BW048 40.500 TDR 13.00 - 13.00 - 11.50 82 CK3BA042 40.000 TDR 12.50 - 12.50 - 11.35 82 CD5A/CD58AO48- 47,000 NONE - 12.00 12.00 12.00 10.50 82 CC5A/CD5A/CD5BA060 47.500 NONE - 12.10 12.10 12.10 10.55 82 CC5A/CD5A/CD5BC048 46.000 NONE - 12.00 12.00 12.00 10.40 82 CC5A/CD5A/CD5BW048 47.000 NONE - 12.00 12.00 12.00 10.50 82 CC5A/CD5A/CD5BW060 47,500 NONE - 12.20 12.20 12.20 10.80 82 CD3(A.B)A048 47,000 NONE - 12.00 12.00 12.00 10.50 82 CD3(A.B)A060 47,500 NONE - 12.10 12.10 12.10 10.55 82 CE3AA048 47,000 NONE - 12.00 12.00 12.00 10.65 82 CE3AA060 47,500 NONE 12.10 • 12.10 4112.10 10.90 ^82 t' CF5AA048 47.000 NONE - 12.00 12.00 12.00 10.60 82 CG5AA048 /5ZCC 47,000 TXV - 12.00 - 12.00 10.60 82 JCK5A/CK5BA048 47,000 NONE - 12.00 12.00 12.00 10.45 82 J5A/CK5A/CK5BA060 47,500 NONE - 12.10 12.10 12.10 10.65 82 CJ5A/CK5A/CK58N048 46.000 NONE - 12.00 12.00 12.00 10.45 82 CJ5A/CK5A/CK5BN060 47.500 NONE - 12.10 12.10 12.10 10.85 82 CJ5A/CK5A/CK56W048 47,000 NONE - 12.00 12.00 12.00 10.45 82 CJ5A/CK5A/CK5BX060 47,500 NONE - 12.20 12.20 12.20 10.85 82 CK3BA048 47,000 NONE - 12.00 12.00 12.00 10.45 82 CK3BA060 47.500 NONE - 12.10 12.10 12.10 10.85 82 CM5A/CM5B048 46.500 NONE - 12.00 12.00 12.00 10.55 82 F(A,B)4AN(FB)048 47.000 TDR 12.00 - 12.00 - 10.50 82 F(A.B)4AN(F.B)060 47.500 TDR 12.10 - 12.10 - 10.60 82 FC4BN(F.B)048 47,000 TDR 8 TXV 12.00 - - - 10.50 82 FC4BN(F.B)060 47.500 TDR 8 TXV 12.10 - - - 10.60 82 FC4BNB054 48.000 TDR 8 TXV 12.50 - - - 11.05 82 FG3AAA048 47,000 NONE - 12.00 12.00 12.00 10.50 82 FG3AAA060 48,000 NONE - 12.20 12.20 12.20 10.75 82 FK4CNB006 48.000 TDR 8 TXV 14.00 - - - 11.90 82 FK4CNF005 47.000 TDR 8 TXV 13.50 - I - I - 11.55 82 COILS + 58MVP080-14 VARIABLE -SPEED FURNACE CJ5A/CK5A/CK5BA048 47,000 TDR 12.00 - 12.00 - 10.60 82 CK3BA048 47,000 TDR 12.00 - 12.00 - 1 10.60 82 CK3BA060 47.500 TDR 12.50 - 12.50 - 10.75 82 COILS + 58MVP080-20 VARIABLE -SPEED FURNACE CC5A/CD5A/CD5BW060 47.000 TDR 13.00 - 13.00 - 11.25 82 048-30, CJ5A/CK5A/CK5BA048 47.000 TDR 12.00 - 12.00 - 10.50 82 32,52' CJ5A/CK5A/CK5BA060 47,500 TDR 12.00 - 12.00 - 10.70 82 CJ5A/CK5A/CK58N060 47.500 TDR 12.00 - 12.00 - 10.70 82 CJ5A/CK5A/CK56X060 48.000 TDR 12.50 - 12.50 - 10.95 82 CK3BA048 47.000 TDR 12.00 - 12.00 - 10.50 82 CK3BA060 47.500 TDR 1 12.00 f - 12.00 - 10.70 82 COILS + 58MVP100-20 VARIABLE -SPEED FURNACE CC5A/CD5A/CD5BW060 47.000 TDR 13.00 - 13.00 - 11.25 82 CJ5A/CK5A/CK5BA048 47.000 TDR 12.00 - 12.00 - 10.80 82 CJ5A/CK5A/CK5BA060 47.500 TDR 12.50 - 12.50 - 11.00 82 CJ5A/CK5A/CK56N060 47.500 TDR 12.50 - 12.50 - 11.00 82 CJ5A/CK5A/CKSBX060 48.000 TDR 13.00 - 13.00 - 11.25 82 CK3BA048 47.000 TDR 12.00 - 12.00 - 10.80 82 CK3BA060 47.500 TDR 12.50 - 12.50 - 11.00 82 COILS + 58MVP120-20 VARIABLE -SPEED FURNACE CC5A/CD5A/CD56W060 47.000 TDR 13.00 - 13.00 - 11.25 82 CJ5A/CK5A/CK5BA060 47.500 TDR 12.50 - 12.50 - 11.00 82 CJ5A/CK5A/CK5BX060 48.000 TDR 13.00 - 13.00 - 11.30 82 CK36AO60 47.500 TDR 12.50 - 12.50 - 11.00 82 COILS + 58U(H,X)V080-16 VARIABLE -SPEED FURNACE CC5A/CD5A/CD5BW060 47.000 TDR 13.00 - 13.00 - 11.25 82 CE3AA060 47.000 TDR 13.00 - 13.00 - 11.70 82 CJ5A/CK5A/CK56A048 47,000 TDR 12.00 - 12.00 - 10.65 82 CK3BA048 47,000 TDR 12.00 - 12.00 - 10.65 82 CK3BA060 47.500 TDR 12.50 - 12.50 - 10.90 82 COILS + 58U(H.X)V100-20 VARIABLE -SPEED FURNACE CC5A/CD5A/CD56W060 47.000 TDR 13.00 - 13.00 -11.25 82 CE3AA060 47.000 TDR 13.00 - 13.00 - 11.70 82 CJ5A/CK5A/CK5BA060 47.500 TDR 12.50 - 12.50 - 11.35 82 CJ5A/CK5A/CK5BW048 47.000 TDR 12.50 - 12.50 - 11.10 82 CJ5A/CK5A/CK5BX060 48.000 TDR 13.00 - 13.00 - 11.60 82 CK36AO48 47.000 TDR 12.50 - 12.50 - 11.10 82 CK3BA060 47.500 TDR 12.50 - 12.50 - 11.35 82 COILS + 58U(H.X)V120-20 VARIABLE -SPEED FURNACE CC5A/CD5A/CD56W060 47.000 TDR13.00 1 - 13.00 - 11.25 82 CEMA060 47.000 TDR 13.00 - 13.00 - t 1.70 1 82 See notes on pg. 15 14 Combination ratings continued SEER FACTORY- STANDARD CARRIER GAS FURNACE OR ACCESSORYFRAT UNIT INDOOR TOT. CAP. SUPPLIED ENHANCE- UND SRE-SERIES MODEL BTUH HENT RATING ACCESSORY TDRt EEABA} ING TXV$ LLS CJ5A/CK5A/CK5BA060 CJ5A/CK5A/CKSBW048 47,500 47,000 TOR 12.50 - 12.50 - ' 11.25 82 048-30, 32,52 CJ5A/CK5A/CK58X060 48,000 TDR TDR 12.50 13.00 - 12.50 - 1100 82 CK3BA048 47,000 TDR 12.50 - - 13.00 12.50 - - 11.50 11.00 82 82 CK3BA060 47.500 TDR 12.50 - 12.50 - 11.25 82 CCSA/C05A/CD5BW060- 58.000 NONE - 12.00 12.00 12.00 10.35 82 CCSA/C05A/CD58A060 56,006 NONE - 11.50 11.50 11.50 10.15 82 CD3(A.B)A060 56.000 NONE - 11.50 11.50 11.50 10.15 82 CE3AA060 J A/CK5A/CK5BA060 58.000 56.000 NONE NONE 12.00 12.00 2.00 010.45 82 CJ5A/CK5A/CK5BN060 56,000 NONE - - 11.50 11.50 11.50 11.50 11.50 11.50 10.55 10.75 82 82 CJSA/CK5A/CK5BX060 58,000 NONE - 12.00 12.00 12.00 10.70 82 CK3BA060 ' F(A,B)4AN(F,B)060 56,000 58.000 NONE TDR - 11.50 .11.50 11.50 10.70 82 FB4AN8070 58.500 TDR 11.50 12.00 - - 11.50 12.00 - - 10.05 10.50 82 82 FC48N(F,B)060 58.000 TDR & TXV 11.50 - - - 10.05 82 060-30, FC48NBO54 58,000 TDR & TXV 12.20 - - - 10.65 82 32,52 FC4BNB070 58,500 TDR & TXV 12.00 - - - 10.50 82 FG3AAA060 FK4CN8006 57,500 59.000 NONE TOR & TXV - 13.00 11..50 11.50 11.50 10.30 82 1 - I - I - 1 10-95 82 COILS + 58U(H,X)V100-20 VARIABLE -SPEED FURNACE CJ5A/CK5A/CK5BA060 56.000 TDR 12.20 - 12.20 - 10.80 82 CJ5A/CKSA/CK58X060 58,000 TDR 12.50 - 12.50 - 11.10 82 CK3BA060 56,000 TDR 12.20 - 12.20. - 10.80 82 COILS + 58U(H,X)V120-20 VARIABLE -SPEED FURNACE CJ5A/CK5A/CK58A060 56.000 TDR 12.20 - 12.20 - 10.65 82 CJ5A/CK5A/CK5BX060 58,000 TDR 12.50 - 12.50 - 11.00 82 CK38A060 ' 56,000 TDR 12.20 - 12.20 - 10.65 82 Tested Combination t In most cases, only 1 method should be used to achieve TDR function. Using more than 1 method in a system may cause degradation in perfor- mance. Use either the accessory Time -Delay Relay KAATD0101TOR or a furnace equipped with TDR. All Carrier furnaces are equipped with TDR except for the 58GFA. $ Based on computer simulation. TXV must be hard shutoff type. EER - Energy Efficiency Ratio LLS - Liquid -Line Solenoid Valve SEER - Seasonal Energy Efficiency Ratio NOTES: 1. Ratings are net values reflecting the effects of circulating fan motor heat. Supplemental electric heat is not included. 2. Tested outdoor/indoor combinations have been tested in accordance with DOE test procedures for central air conditioners. Ratings for other combinations are determined under DOE computer simulation procedures. 3. Determine actual CFM values obtainable for your system by referring to fan performance data in fan coil or furnace coil literature. - Fury® Gas Water Heaters `mss Available in 30, 38, 40 and 50 Gallon Tall — 30 and 40 Gallon Short Gas Models / 6 -Year Limited Tank and Parts Warranty' � � ► With ProtectionPlus— the 6 -Year Limited Tank Warranty Becomes 10 Years! E H Longer Life • Patented magnesium anode rod design incorporates a special resistor that protects the tank from rust Plus... • Brass drain valve and temperature and pressure relief valve are included • Meets or exceeds National Appliance Energy Conservation Act (NAECA) requirements ® High Efficiency Models Feature: • High performance and lower operating cost • Compliant with many gas utility incentive programs *See Residential Warranty Information Brochure Guardian System" for complete warranty information. Energy Factor and Average Annual Operating Casts • One -of -a -kind air/fuel shut-off device offers double based on D.O.E. (Departrneni o1 Energy) test procedures protection D.O.E. national average Net rate natural gas T • Maintenance free — no filter to clean • Standard replacement parts '• S�'x:' Environmentally Friendly Burner • for A L1 Low NOx design low nitrous oxide emissions 8 53.1/2 314 130 Self -Cleaning L • EverKleen' patented system fights sediment build-up 8 52.1/2 3/4 150 • Reduces fuel costs t • Provides more hot water 8 52.1/2 3/4 150 Easy to Light �� rt • No matches required i 10 Energy Efficient • More of water at low operating cost 8 44 3/4 133 High Altitude Compliant SPECIFY LP GAS WHEN ORDERING. Add "P" suffix to the model number: Example: 42VR40-40PF. •ATI models are certified for applications up to 6,000 feet above sea level E H Longer Life • Patented magnesium anode rod design incorporates a special resistor that protects the tank from rust Plus... • Brass drain valve and temperature and pressure relief valve are included • Meets or exceeds National Appliance Energy Conservation Act (NAECA) requirements ® High Efficiency Models Feature: • High performance and lower operating cost • Compliant with many gas utility incentive programs *See Residential Warranty Information Brochure 8 52.1/2 3/4 165 for complete warranty information. Energy Factor and Average Annual Operating Casts based on D.O.E. (Departrneni o1 Energy) test procedures �•...! D.O.E. national average Net rate natural gas T 60.40eltherm: LP 98.30c/gallon. '• S�'x:' ENERGY INFO. TALL 50 42VR50-40F 40 36 40.4 36.4 83 62-1/4 58.3!4 23 14-1/2 3 8 52.1/2 3/4 165 0.62 $146 T 38 42V38 -40F 40 34 40.4 34.3 68 61-1/4 57-3/4 19.3/4 14.1/2 3 8 52-1/4 3/4 125 0.60 $150 A L1 40 42V40 -40F 40 34 40.4 34.3 70 62-1/2 59 19-3/4 14-1/2 3 8 53.1/2 314 130 0.59 $152 L 50 42V50 -40F 40 1 36 1 40.4 36.4 83 61-11221-3/4 14-12 3 8 52.1/2 3/4 150 0.58 $155 50 42V50 -50F 50 - 50.6 - 83 21-3/4 14-12 4 8 52.1/2 3/4 150 0.58 $155 s 30 22V30.S-30F 30 - 30.3 - 50 19 3/4 14.112 3 tEl 8 40-1/4 3/4 98 061 $147H40 42V4OS-40F 40 36 40.4 36.4 70 21-314 14.12 3 8 44 3/4 133 0.59 $152 SPECIFY LP GAS WHEN ORDERING. Add "P" suffix to the model number: Example: 42VR40-40PF. For high altitude applications of 6,000 to 10,000 feet above sea level, add "H" suffix to the model number: Example: 42VR50-40HF (available in 40 and 50 gallon models). Rheem Guardian System Features... s FLUE O HOT ANODE ROD H -_ :. _• _ _; j•}��' I c:�,l 'tl:z£I::,�:t WATER COLD WATER . ee!!��:��r. CONNECTION CONNECTION Exclusive CombustionF Shut-off System Flame Arrestor Plate Maintenance Free 'IE Should a spill incident occur, the A specially -designed flame arrestor Superior air filtration prevents the 4 3/4' N.P.T. RELIEF Guardian System shuts off the gas prevents ignition o1 vapors outside the flame arrestor from becoming clogged supply and the air supply preventing combustion chamber. by lint, dust and oil. a sustained vapor burn in the e VALVE OPENING combustion chamber. These units are designed to meet or exceed ANSI—c- C (American National Standards Institute) requirements ( ' and have been tested according to D.O.E. test prose- A B dures and meet or exceed the energy efficiency requirements of NAECA, ASHRAE standard 90, BOCA Code and all state energy efficiency perfor-LIMITED mance criteria for energy consuming appliances. ARRANTY 67BECOMES10 tn' } G ID Before purchasing this appliance, read important energy cost and efficiency information available from For more details, see form 101-7. your supplier. Rheem Water Heaters • 101 Bell Road, Montgomery, Alabama 36117-4305 • www.rheem.com PRINTED IN U S A 04/04 WP .FORM NO. 1016 Rev. 4 I Rheem & Ruud GUARDIAN SYSTEM Gas Water Heater Specifications Exclusive aid/luel shut-off system EverKleen self-cleaning device TBP valve included Maintenarice free Guardian System Brass drain valve LP models, add $40.00 Easy to light: No matches required. Environmentally friendly LowNOx burner design Descr/ptlon Features Roughing In Dimensions Energy Into Carton Dimensions i id ... U's BTU's..... d m rn { 't ro i c { q U 4r (Inches) i i 9 ic a v 12 - i U 1 CL y _.... C) `- Z s v n I :v 0 v v ro ! E mac- ci 4 0 c g C7 ° Iia vU'ro a c s L _ H U J V i=ce V 1 o O I y ppC IL f L ! i� Q 4) o i= ai `u N U ! c c b M -C a; i=Z 2a r t c l 4 m r 41 (g i c v L 0 `w t °�Z_I- c 0 I c c 2 (7. 1 Rheem Ruud F Z v 4J i(7 '� 0 (7 '� ppc > 1 i° 2 tc-v cn} Q c i in u `4 aroi ro 0 "m 0 m Professional Tall 40 !RHG PR040.40F RUG PR040.40F' 40 34 i 40.4 34.3 1 68 63 1/4 593/4 1 21 14 V2 J 8 S3 214 3/4 135 0.62 ! $146 0.82 $146 65.9 I 21.5 25.4 Tall 40 i41V40.40PROF PH40.40PROF 40 40.4 ! 70 63 1/4 59 ! 17 3/4 14 1/2 J ! 6 53 2/4 3/4 130 . 0.54 1 $167 0.56 $161 64.5 18.4 " 22.1 Tall 50 !RHG PROSO.40F RUG PROSO.40F 40 36 40.4 36.4 63 621/4 583/4 23 141/2 3 r 8 522/4 3/4 165 0.62 $148 0.62 $146 64.8 23.5 27.3 Tall 50 !4tV50.40FROF PHSO.40PROF 40 40.4 83 613/4 58 119 J/4 141/2 3 8 522/4 3/4 150 0.53 $171 0.54 •$167 63.5 i 20.5 24.1"' Short '40 iRHG PR0405.40F RUG PR040S-40F 40 36 i 40.4 36.4 1 70 53 49 2/4 1 19 3/4 14 1/2 3 • 8 44 3/4 133" 0.55 $164 0.56 $161 55.0 20.5 24:1 Fury, Pacemaker Tall 40 ; I 21 14 1/2 3 1 8 S3 Tall - eltHigh E„ioenc• 50 i41VR50•a0F PHR50.40F 40 36 ! 40.4 36.4 83 621/4 58 3/4 ! 23 14 1/2 3 8 S2214 3/4 $146 0.62 $146 64.8 23.5 27.3; -" Fury Tall 30 121V30 -30F P30.30F 30 27 30.3 27.3 1 53 601/4 57 153/4 14 1/2 J 1 B 51 1/4 3/4 $156 0.58 $156 62.1 17.4 22.1 Pacemaker Tall 40 i4IV40.40F ::4 PH40.40F 40 34 ! 40.4 34.3 1 70 631/4 59 ! 173/4 141/2 3 • 8 532/4 3/4 $167 T 0.56 $161 64.5 j 18.4 22,1 Tell 50 IV50-40F PHSO.40F 40 J6 ' 40.4 36.4 i 83 61 3/4 58 19 3/4 14 1/2 3 ! B $22/4 3/4 $171 0.54 $187 63.5 20.5 24.1 I I I Short 30 i21V30S-30F P309.30F 30 JO.3 ! 50 493/4 481/4 173/4 141/2 3 I 8 E4O1/4 3/4 $169 0.56 5156 51.8 i 18.4 22,1 Short •40 ;41V40S•40F ' PH40S•40F 40 36 t 40.4 36.4 ! 70 53 49 2/d l 19 3/4- 14 1/2 3 9 as ada time n ce -I Exclusive aid/luel shut-off system EverKleen self-cleaning device TBP valve included Maintenarice free Guardian System Brass drain valve LP models, add $40.00 Easy to light: No matches required. Environmentally friendly LowNOx burner design ;TABLEOF'CO(VTENTS`;;_ft DESCRIPTION PAGE DESIGNCRITERIA...............................................................................................1 DESIGNLOADS...................................................................................................2 MATERIAL SPECIFICATION................................................................................3 SHEARWALL SCHEDULE..................................................................................4 SOILREPORT.............................................................:...............................:........5 VERTICAL ANALYSIS.................................................................................... 8-50 LATERAL ANALYSIS.................................................................................. 1-1-1-56 SUMMIT:STRUCT[JRAL.ENGiNEERiNG 4 Ptione (8b6),86281'48; Fax (20$) 634 4:17; 106:E Park—t; Ste 206; lvlcCall;'ID 1 1 a - SUMMIT STRUCTURAL ENGINEERING 106 East Park Street 1 Suite 206 McCall, ID 83638 ' ` I 1 • c .,o.u,..:.:.....w..'.nr.,*......rea.:�r.-S.«aaaw,-te...,-n...,n.CSa:...%i.,.n.�vv�••.laity:.e..:t:...w.+.'ui6nw.i�...a':�..d%..a.<.Sw�ia..a w_.kru..o-r.:.rM1.<tmiw.iu:'� � • ,The drawings, calculations, specifications and reproduction are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. The structural calculations included here are for the analysis and design of the • " primary structural system. • Non-structural elements and the attachment mechanism isthe responsibility of the architects or designer, unless specifically shown otherwise. • All changes made to the subject project shall be submitted to Summit Structural Engineering in writing for review and comments. Sketches and details in calculations are,not to scale an' &may not present true conditions on plans. • Architect or designer is responsible for drawing details in plan which • represent trueframin p g conditions and scale. Governing Code 1997 UBC -. Seismic Zone i 14 Seismic Zone Factor V4 r ; f Wind Speed ,70 mph' Wind Exposure, C Soil Report { B 'Earth S t C It Y. ys ems onsu ants Report No. 00-04-707 'Dated:• Aprilth 2000 Phone No.: (760) 345-1588 Soil Bearing Pressure 1500 psf. Equivalent Fluid Pressure• 30 (Active) Prime Professional/Project Architect: Jim Deford 7 5 Ambrose Aliso Veijo, CA' Phone No-, (949) 831-0313 ' SUMMIT STRUCTURAL ENGINEERING , PHONE; (866)x862 81,48r'�3 FAX:(208) 63.4 4157E „1'O6 E PARK`ST MCCALL?iID`: r I I I I I I I I I I 11 11 I I I I SUMMIT STRUCTURAL ENGINEERING � " 106 East Park Street Suite 206 A McCall, ID 83 638 DESIGN' LOADS Roof Loads - Sloped Clay Tile -mud set 22 psf. Sheathing (112" CDX) 1.5 psf. Framing 2.5 psf. Insulation 1.5 psf. Ceiling 2.5 psf. Misc. 0.0 psf. Total Dead Load 30 psf. Total Live Load 16 psf. Total ;Roof: Load psf Floor Loads Sheathing (3/4" Plywd.) 2.5 psf Framing 3.5 psf. Ceiling 2.5 psf. Misc. 3.6 psf. Total Dead Load 12 psf. Total Live Load 40 psf. Total Floor LoaA 521psf Exterior Wall Stucco 10.0 psf. Studs 1.0 psf. Drywall 2.5 psf. Misc. 1.0 psf. 'a e Tot1all Ij i -g -::.*'.:;:..,1`5 - f Roof Loads - Flat Roofing 3.5 psf. Sheathing (1/2" CDX) 1.5 psf. Framing 2.5 psf. Insulation 1.8 psf. Ceiling 2.5 psf. Misc. 3.2 psf. Total Dead Load 15 psf. Total Live Load 20 psf. T psf Deck Loads 2x Decking 5.0 psf. Framing 2.0 psf Misc. 1.0 psf Total,Dead Load 8.0 psf. Total Live Load 60 psf. wbta Load .... & ... psf P§: Interior Wall Drywall 5.0 psf.- Studs 1.0 psf. Mechanical & Insulation 1.0 psf. Misc. 1.0 DSf. T0tAI-WAII-W"h bsf PHONE: (866)862-8148 ,FAx(208) 634-4157 1-66E. PARK ST MCCALL, ID, 2 SUMMIT STRUCTURAL ENGINEERING 106 East Park Street Suite 206 McCall, ID 83638 r MATERIAL S.PE.C:IFI`CATION Sawn Lumber (DF -L)* 2x Joists & Rafters (No.2) 1006 95 1.6006 4x Sawn Beams (No.2) 875 95 1.6006 6x Sawn Beams (No.2) 875 85 1.3006 4x Sawn Beams (No.1) 1000 95 1.7x106 6x Sawn Beams (No.1) 1350 85 1.6x106 Values may be increased according to size factor, CF Manufactured Products Glu -Lam 2400 165 1.8x 106 Paralam PSL 2900 290 2.0x106 Microllam LVL 2600 285 1.8006 L ♦ Concrete: Application Strength@ Strength 28 days Slab on grade 2500 psi Footings and grade beams 3000 psi Design is based on 2500 psi concrete. No inspection is required, unless noted otherwise. ♦ Reinforcing Steel: Bars I Allowable stress #4 and smaller reinforcing bars shall conform to A.S.T.M. A - 615-40. Fy=40,000 psi #5 and larger reinforcing bars shall conform to A.S.T.M. A - 615-60. Fy=60,000 psi ♦Structural Steel: Description Specification Allowable stress Pipe ASTM A-53 Type E or S, Grade B Fy=30.,000 psi Tube ASTM A-500, .Grade B Fy=46,000 psi All other shapes ASTM A-36 Fy=36,000 psi High strength. bolts ASTM A-325 All other bolts ASTM A-307 ♦CONCRETE MASONRY UNITS All concrete masonry units shall conform to standard specifications for hollow load bearing concrete masonry units (ASTM C-90, Grade N-11). SUMMIT STRUCTURAL ENGINEERING:' , PHONE[ {866)`862 8148: FAX;(208) 634-4157 sf: '1'06, E'.'PaRK ST ,".MCCALL; :ID 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SUMMIT STRUCTURAL. ENGINEERING 106 East Park Street Suite 206 t McCall, ID 83638 r F E SHEAR WALL SCHEIULE � .. :; Number Construction Plate A35 . Anchor Bolt Shear ' Nailing Equiv. Size and Value 16d sinkers S acin ,; 1 '/2' or 5/8" Drywall unblocked, w/ 5d (6d @ 5/8") 8" 48" 5/8" @ 48" 100 plf. *50 plf in zone cooler nails @ 7" o.c. @edges , 384 and l eld /2 or 5/8" Drywall 8" 4 32" 5/8" @ 48" 200 plf.. 1a, unblocked, w/ 5d (6d @ 5/8) 100pifin cooler nails @ 7" o.c.@ edges zone 3.& 4 and field. Both Sides. 3/8" Plywood, w/ 8d nails @ 2" 2" t 8" 5/8" @ 16" 640 plf. , 2 o.c. @ edges and 12".o.c. . field. 3/8" Plywood, w/ 8d nails @ 2" 2-16d @ 2"1 4" 7/8" @ 12" 1280 plf. 2a o.c. @ edges and 12" o.c. field. Both Sides. 1 3/8" Plywood, w/ 8d nails @ 3" 3" 12" 5/8" @ 16" 490 plf. 3 o.c. @ edges and 12" o.c. 4 " field. i- 3/8" Plywood, w/ 8d nails @ 3" 2-16d @ 3".1 6" 7/8" @ 12" .980 plf. a 3> o.c. @ edges and 12" o.c. ; v field. Both Sides. 3/8" Plywood, w/ 8d nails @ 4" 4" 16" 5/8" @ 24" - 385 plf. -4 o.c. @ edges and 12" O.C. (limited to field. 350 plf.) 3/8" Plywood, w/ 8d nails @ 4" 2" 8" @ 12"• 760 plf. 4a o.c. @ edges and 12",o.c. field. Both Sides. 3/8" Plywood,`w/ 8d nails @ 6" 6" 24" 5/8" @ 32" 260 plf. 6 o.c. @ edges and 12" o.c. ' field. ' F 7 7/8" Stucco o/ paper backed lath w/ 16 8" 32" 5/8" @..48" 180 plf gauge staples @ 6" o.c. @ top, bottom, ed e,,and field. 1"' Plywood, w/,10d nails @ 2" 2" , 7" 5/8" @-.16" 770 plf. 8 o.c. @ edges and 12" o.c. field. t a SUMMIT`STRUCTURALENGINEERING PHONE:,,(866)8628148`},FAX(208)'634=4157 .;'�;i }, y1-06E'PARK`ST":MCGALL;iID. 4 t t marth eveft da 79-SllBGbgMChbD 1" M BeMudaB .)G192201 34c_1588 424-7015 gAX (M 34`.-- FAcsIMILE !MEMORANDUM Rte. 1 of Ta: Senjarnin Herbst Company: Sbj Sum EKE Fax (809) 595-5187 Fmm- ShWaon L. Strl W- OE 04104!00 Pow ti Rae�stfaea vrit do Tiffs TmdNkm% La Quints, CA ESCS'�i Na: 070"1 Document No: 00.04-707 i 1097 uNNUM BULONG CODE fZq SEIMIC PARAMEMM ter 16 L t 5eiemia Zone: 4 ROM 16-2 SWwnia Zona FacW. Z: 0.4 Table 164 Sod Praft TYW 8 0 Table 16.1 Set alit Source Type: A Table 16-11 aosest Wince to Kw" Sema Source: 12.2 km 7.6 maw Sate Andr+aas Faub Near Source Factor, Na: 9.00 vo Table 1&S 4&T Isvo Neer Source Factor. W. 1.11T aft Selemic Comet. Cs: 0-44 = 0.44Ns Tags 16-Q S®lem)C Coed. Com: 0.71 = 0.64W Table 1" Now Values ane based on dosed dbbirme at nodheadt pate of to trod developtr:ent. Only tie Nv and Cv values would decease st wy Co to 5%) fbt is fleet Ile fuMer away In the tract development ResRmWily Yours. www ig Shahan L S#rir►ger. GE ecce Prsaidertt S 1 X11 I � I I -! --7 - --------- O N utu Imo` •� �gy, I -0 )22 I�' I , .. . . .. ... .... r , C( --- Ci' ' I 1 — \ ----- ---- --- --- \\\ I i b I �1—�-- �`I' �\ .�,..,�.'�.. 1 (: i / � •vim N � �I -��---- :X5 J I I \� 141—` I 1 � N r, I � 4- 1p . ; I SUMMIT. STRUCTURALWreir-IRWJ.oB No. 1 106 EAST PARK STREET ..� SHEET No. Suite 206 h CALCULATED BY McCall, ID::83.638 CHECKED BY 1(208) 634-81:48::. fax (,208)..634-4157 :.SCALE VERTICAL ANALYSIS j ! L WOOdWOrkS® Sizer for ANTHONY POWER PRODUCTS ' Roof Beam.wbc WoodWorks® Sizer 97e Oct. 18, 2004 23:21:48 ' COMPANY I PROJECT Summit -Structural Engineering I PO Box 813 Donnelly, ID. 83615 1 1 it 1 1] 1 11 ['I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: -------------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 11.50 [ft] Load Combinations: ASCE 7-95 ------------------------------------------ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<<--------------- --------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I• I I Start End I Start End I Load - ----I--------I--------------I----------------- I ----= ------------I--------- 1 Dead Full Area 30 (6.00)* No 2 Live Full Area .16 (6.00)* No 3 Dead Full Area 15 (4•.00)* No *Tributary Width (ft) MAXIMUM -REACTIONS -and BEARING -LENGTHS ---(force=lbs_.-length=in)------------- I 11.50 ft I^ --I------------------- Dead 1 1485 1485 Live 1 552 552 Total 1 2037 2037 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### ------------------------------------------------- SECTION vs. DESIGN CODE .(stress=psi, deflection=in) ----------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 29 Fv' = 76 fv/Fv' 0.38 Bending(+) fb = 417 Fb' = 1215 fb/Fb' = 0.34 Live Defl'n 0.03 = <L/999 0.38'= L/360 0.09 Total Defl'n• 0.12 = <L/999 0.77 = L/180 0.16 ------------------------------------------------ FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ----------------------------------------------========= Fb'+= 1350 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 (CH = 1.000) 1 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 -------------------------------------------=--------- ADDITIONAL DATA --------------------------------------------------------- Bending(+): LC# 1 = D only, M = 4216 lbs -ft Shear : LC# 1 = D only, V = 1466, V@d = 1222 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed.in the Analysis output) --------------------------------- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE`~ SUMMI C STRUGTiJRALtNGINEERQ IG k;1 Phone (20"8)' 634 8148 Fax (208) 634=4I SZ :'��r 106iE Bark Sti eet Ste: 206 (vtpCall ID t Woodworks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 18, 2004 23:15:16 COMPANY I PROJECT Summit Structural Engineering I PO Box 813 1 Donnelly, ID. 83615 I DESIGN-CHECK -1997=====____________'________ Beam DESIGN DATA: ====NDS -- material: GlulamUnbala'd lateral support: Top= Full Bottom= @Supports total 50 Load Combinations:: ASCE 7-95 -length: ====AS=(ft)________________________________________ LOADS: (force=lbs, pressure-psf, udl=plf, location=ft) »Self -weight automatically included<< Load =I Type I Distribution I Magnitude I I Pattern I I I Start End I Start End I Load --I--------I--------------I----------------- ---Location---- I- -I- 1 Dead Partial Area 30 (6.00)* 0.00 6.00 No 2 Live Partial Area 16 (6.00)* 0.00 6.00 No 3 Dead Full Area 15 (6.00)* No 4 Dead Partial Area 30 (15.00)* 6.00 14.50 No 5 Live Partial Area 16 (15.00)* 6.00 14.50 No 6 Dead Point 1950 6.00 No 7 Live Point '1040 6.00 No .MAXIMUM-REACTIONS-andBEARING MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) lbs, l== ---=--=====v== =v=== I 14.50 ft ____ I- Dead 1 3941 4554 Live 1 1664 1992 Total 1 5605 6546 _B.Length_I1-72=0________________________________________________ ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x15 @18.260 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I----------------I------------------I Shear fv @d = 106 Fv' _ 237 fv/Fv' = 0.45 Bending(+) fb = 1657 Fb' = 3000. fb/Fb' = 0.55 Live Defl'n 0.11 = <L/999 0.48 = L/360 0.24 Total Defl'n 0.37 = L/471 0.97 = L/180 0.38 FACTORS:.F CD CM Ct CL CF CV Cfu Cr LC" Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1..00, 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' 1.8 million 1.00 1.00 2 Custom -duration -factor _for -Live -load ==-1_25------------_________ ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 26545 lbs -ft Shear : LC# 2 = D+L, V = 6378, V@d = 5426 lbs Deflection: LC# 2 - D+L EI=2594.49e06 lb-in2 .Total Deflection = 1.00(Defln dead) + Defln Live. (D -dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where.point loads occur at 1/3 points of a span (NDS Table 5.3.2). ' 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(compIn). PAGE` 1 SUMMIT STRUCTUR 4L ENGINEEREN i Ehone (208)'.634 81:48=; Fa :(208) 634: �t157_ .. ;�� ; 106E .P1rk:$treet; Ste `206 McCall; b_. Woodworks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 18, 2004 23:17:10 I COMPANY I PROJECT Engineering. Summit Structural I PO Box 813 I Donnelly, ID. 83615 I " DESIGN CHECK - NDS -1997 ' Beam DESIGN DATA: material: GlulamUnbala'd lateral support: Top= Full. Bottom= @Supports. total 9.00 _ Load Combinations: ASCE 7-95 ions: ASCE7ft1________________________________________ -length: LOADS: (force=lbs, pressure-psf, udl=plf, location=ft) »Self -weight automatically included<< _____________________________________________________ Load I Type I Distribution I Magnitude I Location I Pattern I I 1. Start End I Start End I Load -----I--------I-------------- I ----------------- I'----------------- I --------. . 1 Dead Partial Area 30 (6.00)* 0.00 3.00 No 2 Live Partial Area 16 (6.00)* 0.00 3.00 No 3 Dead Full Area 15 (2.00)* No ' 4 Dead Partial Area 30 (15.00)* 3.00 9.00 No 5 Live Partial Area 16 (15.00)* 3.00 9.00 No 6' Dead Point 1950 3.00 No 7 Live Point 1040 3.00 No ' =Tributary -Width -(ft) th MAXIMUM REACTIONS and HERRING LENGTHS (force=lbs, length=in) 1 9.00 ft I------------------- Dead I 2853 2793 Live 1 1413 1355 Total 1 4267• 4098 -B-Length-I----1-3------1-2�______________________________________'_______ ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x10.5 @12.782 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I ' --------------I---------------- I----------=-----I------------------I i Shear'fv @d = 111 Fv' = 237 fv/Fv' 0.47 Bending(+) fb = 1450 Fb' = 3000 fb/Fb' = 0.48 Live Defl'n 0.06 = <L/999 0.30 = L/360 0.20 - Total Defl'n 0.18 = L/600 0..60 = L/180 0.30 FACTORS: F CD CM Ct CL CF CV Cfu Cr t LC#. Fb += 2400 = 1.25 1.00 1.00, 1.000 1.00 1.000 1.00 1.00 i 2 Fv' = 190 1.25 1.00 1.00 l 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 •1.00 2 Custom for-Li=e-load -factor ==1.=25------ ADDITIONALDATA -duration __________ ------ ___ Bending(+): LC# 2 = D+L, M = 11375 lbs -ft Shear : LC# 2 = D+L, V - 4256, V@d = 3977 lbs Deflection: LC# 2 = D+L EI= 889.91e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. (D --dead L=live S=snow W=wind I -impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: ' 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except. Where point loads occur at 1/3 points of a span (NDS Table 5.3.2). ' 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. + 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE IO moi' _. SUMM[T;STRUCTURRL ENGINEERING Phone 008);634:8148; {Far (208); 634; at57 "`106:E 'DID ,i Park, :S'treet; Ste. 206; McCall 1 --------------- --- --- ----- _--WOOdWOrkS® Sizer _ - --_for-ANTHONY POWER PRODUCTS- - - - - - -- - ----- - -- --------- --- -- - -- Roof Beam.wbc WoodWorks® Sizer 97e Oct 18, 2004 23:27:42 1 COMPANY PROJECT Summit.Structural Engineering I PO Box. 813 Donnelly, ID. 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material Timber -soft lateral support: Top= Full Bottom= @Supports total length: 13.00 (ft] Load Combinations: ASCE 7-95 LOADS: (force -lbs, pressure=psf, udl=plf, location -ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location = I Pattern I I I Start End 'I Start End I Load --I--------I--------------I-----------------I-----------------I----=--- 1 Dead Full Area 30 (8.00)* No 2 Live Full Area 16 ' (8.00)* No 3, Dead Full Area 15 (2.00)* No 4 Dead Point 1950 1.00 No ' 5 Live Point 1040 1.00 Yes *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in). I 4 00 9.00 ft ---------- I------------------------- --- Dead 1 1419 3223 1009 Live 1 754 1499 468 ' Total 1 2173 4722 1476 B.Length 1 1.0 1.4 1.0 DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) _ Criterion I Analysis Value I Design Value I Analysis/Design I --------------1----------------1----------------I------------------I Shear fv @d = 60 Fv' = 106 fv/Fv' - 0.57 Bending(+) fb = 381 Fb' = 1687 fb/Fb' = 0.23 Fb' Live Defl'n 0.02 =.<L/999 0.30 = L/360 0.05 ' -Bending(=)_=___-_fb-=--516--=-=-_.60 ==1687=======fb/Fb=====0=31 Total Defl'n 0.05 = <L/999 0.60 = L/180 0.08 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+- 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 4 1 Fb'-= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1,00 4 Custom duration factor for Live load = 1.25 'ADDITIONAL DATA Bending(+): LC# 4 = D+L (pattern: M = 2625 lbs -ft _L), Bending(-): LC# 2.= D+L, M = 3561 lbs -ft Shear: LC# 2 = D+L, V - 2410, V@d = 2105 lbs Deflection: LC# 4 = D+L (pattern: L) EI= 628.73e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead . L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ' Load-P=ttor===-s=S/2v--X=L+S-o==L+Cv=_-=no=pante=0=lo=d==n=thc=-=p==), DESIGN DESIGN NOTES: -_ 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE'" .,.. SUMMIT STRUCTURALENGiNEER[i`IG ?�:?! Phonc (208)::634 8148: Far;(208).63 1'157 lO6E.Park;Street ,.( :'x" ,,.: r Ste 206 McCall',ID 1 1 1 1 1 1 1 1 Woodworks® Sizer for ANTHONY POWER PRODUCTS Roof Beammbc WoodWorks® Sizer 97e Oct. 18, 2004. 23:29:50 COMPANY I PROJECT Summit Structural Engineering PO Box 813 Donnelly, ID. 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ------------------------------ material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 7.00 (ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, press.ire=psf, udl=plf, location=ft) ->>Self_weight automatically included<< Load I Type I Distribu=ion I Magnitude I Location I Pattern I I I I Start End I Start End I Load -----I-------- I--------------1- ---------------- I ------------- -.---I-------= 1 Dead Full -Area 30 (9.00)* No 2 Live Full Area 16 (9.00)* No 3 Dead Full Area 15 (8.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 7.00 ft I^ Dead 1 1404 1404 Live I 504 504 Total 1 1908 1908 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1; 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### ------------ SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I ---=----------I---------------- I----------------I------------------I Shear fv @d = 42 Fv' = 76 fv/Fv' = 0.55 Bending(+) fb = 570 Fb' = 1080 fb/Fb' = 0.53 Live Defl'n 0.03 <L/999 0.23 = L/360 0.11 Total Defl'n 0.09 = L/884 0.47 = L/180 0.20 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 (CH = 1.000) 1 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA -------------- Bending(+): LC# 1 D only, M = 2449 lbs -ft Shear : LC# 1 D only, V = 1399, V@d = 1149 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) ` (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE 1 SUMM[T_STRUCTURALENGINE6RQ)G� Phone 208 :634.8748;• Far -(208),634 '^ -3.;c • • - ).4 ' r. _'; s1.06 @ Park'Stieet Ste 206 ,McC�ll ID: i --- - - - - i Woodworks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 18, 2004 23:30:58 COMPANY I PROJECT Summit Structural Engineering 1 PO Box 813 1 Donnelly, ID. 83615 1 DESIGN CHECK - NDS -1997 Beam DESIGN DATA:' material: Glulam Unbala'd lateral support: Top- Full Bottom= @Supports total-length:====12.ft1________________________________________ Load Combinations: ASCESCE7-95 LOADS: (force=lbs,,pressure=psf, udl-plf, location=ft) »Self -weight automatically included« Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (14.00)* No 2 Live Full Area 16 (14.00)` No 3Dead Full 15===(2x00)No "Tributary Width (ft) ' -Area MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------- ----- - 1 12.50 ft I^ ----------I ------------------- Dead 1 2923 2923 Live 1 1400 1400 Total I 4323 4323 ' B.Length I 1.3 1.3 ########################################################################### DESIGN SECTION: ' VG West.DF, 24F -V4, 5.125x12 @19.608 plf This _se=tio=_PASSES -the -design-code ########################################################################## -che=ck=_ SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I 1 -------------- I ---------------- I----------------I------------------I Shear fv @d = 88 FY' = 237 fv/Fv' = 0.37 Bending(+) fb = 1312 Fb' - 3000 fb/Fb' = 0.44 Live Defl'n 0.09 = <L/999 0.42 = L/360 0.22 Total Defl'n 0.28 = L/526 0.83 = L/180 0.34 ' FACTORS: F_ _ CD - - =-= Ct== ---CM ==CL====CF=====CV==-=Cfu=====C====LC# = Fb'+- 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' - 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - million 1. ' Custom duration factor for Live load 1.25 tor fo0===1=00==____?_ _o=======1=8== ADDITIONAL DATA Bending(+): LC# 2 = D+L, M - 13449 lbs -ft Shear : LC# 2 = D+L, V = 4304, V@d = 3615 lbs Deflection: LC# 2 = D+L EI=1328.38e06 lb-in2 Total Deflection - 1.00(Defln dead)'+ Defln Live. (D=dead L=live S=snow W=wind I -impact C=construction) DESIGN NOTES: _All=LC=s=are=listed=in=th==Analysis=_o=tp=t) 1. Please verify that the default deflection limits are appropriate, for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv ' is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). - PAGE 13.. ` 1 SUMMIT STRUCTURAL tINEERQVG Phone 634=81.48 (208) 634` 4I57, '.: ` 1046E „(208)'; ,Far .;t ,,;- P. art Street ,Ste :}206 IvtcCall': ID: ! WOOdWOrks@ Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc Woodworks® Sizer 97e Oct. 18, 2004 23:32:38 COMPANY I PROJECT ' Engineering Summit Structural Engi1 PO Box 813 1 Donnelly, ID. 83615 1 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: - material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total00, Load Combinations: ASCE 7-95 8ASCE7ft)___________________________________ -lengthions: LOADS: (force=lbs, pressure=psf, udl-plf, location=ft) »Self -weight automatically included<< Load 1 Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load. ----- ------- -1 -------------- I I ----------------- I-----------------1-------- 1 Dead Full Area 30 .(14.00)* No 2. Live Full Area 16 (14.00){- No ' ===3=== Dead =====E(ft Area, 'Tributary Width (ft) 15===(2.00)No= _ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) . I 18.00 ft ----------- ------------------- Dead 1 4258 4258 Live 1 2016 2016 B.Length I 1.9 1.9 ====Total -1-_=6279=====6279________________________________________________ ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x15 @18.260 plf Thi= PASSES -=##tion- -the _design -code =check. _________________________________ SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design 1 - -------------I----------- ----- I----------------I------------------I Shear fv @d = 105 Fv' = 237 fv/Fv' 0.44 Bending(+) fb = 1751 Fb' = 2979 fb/Fb' = 0.59 Live Defl'n 0.20 = <L/999 0.60 = 'L/360 0.34 Total Defl'n 0.63 = L/342 1.20 - L/180 0.53 ' FACTORS=F_=____CDCM __- Ct=====CL=====CF=====CV====Cfu=====C =� =LC#- Fb'+= 2900 1.25 1.00 1.00 1.000 1.00 0.993 1 00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - million =E===3===18_ Custom duration factor for Liveve load 1.25 =_1.002_ ADDITIONAL DATA Bending(+): LC# 2 = D+L, M - 28037 lbs -ft Shear : LC# 2 = D+L, V = 6230, V@d = 5365 lbs Deflection: LC# 2 = D+L EI=2594.49#06 lb -int Total Deflection - 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient.KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5,.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAG E t SUIv t STRUCTURAL ENGINEERING r ;,.E . ;. `Fhorie (08) 634 8.148". Fax'(208) 634'=sF157 ;r ; kQ6 E P1rl: Street Ste, 206 [vtcCall; , _, . ID: 1 1 1 11 L L 1 1 1 i F1 ' WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 18, 2004 23:35:36 COMPANY I PROJECT Summit Structural Engineering I PO Box 813 I Donnelly, ID. 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 9.00 (ft) Load Combinations: ASCE 7-95 --------------------------------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) __-------->>Self_weight-automatically included<< ------------------------------------ Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------,I-----------------I-------- 1 Dead Full Area 30 (14.00)* No 2 Live Full Area 16 (14.00)* No 3 Dead Full Area 15 (2.00)* No 4 Dead Point 1170 7.50 No 5 Live Point 624 7.50 No *Tributary Width (ft) ------------------------------------------ .MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------------------------------------------- I 9.00 ft I ^ ---------- ------------------- Dead l 2302 3082 Live I 1112 1528 Total I 3414 4610 B.Length I .1.0 1.3 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### ---------------------- --------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in)----------------- -_---_- ---------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------- - ----- I ---------------- I----------------I------------------I . Shear fv @d = 92 Fv' = 106 fv/Fv' = 0.87 Bending(+) fb = 830 Fb' = 1687 fb/Fb' = 0.49 Live Defl'n 0.04 = <L/999 0.30 = L/360 0.12 Total Defl'n 0.11 = L/968 0.60 = L/180 0.19 ---------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00; 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom- duration -factor -for -Live -load _=-125-------------------------------- ADDITIONAL DATA -------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 8384 lbs -ft Shear : LC# 2 = D+L, V = 4528, V@d = 3896 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb -int Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow, W=wind I=impact C=construction) (All LC's are -listed -in -the -Analysis -output)---------------------------- -------------------------------------------- DESIGN NOTES: -------------------------------------------------- -s�\ 1. Please verify that the default deflection limits are appropriate _ for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE IS SUMMIT STRUCWi q ,(2 TURAL ENGiNEER)NG P08j.634'8P4$ Fax"d68) 63 4: t15Z;.,, L0:6'E.P,ark:Street, Ste.;206. IvIcC311`ID 1 1 j 1 1 1 11 1 1 I 1 091 L Woodworks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 18, 2004 23:39:08 COMPANY I PROJECT Summit Structural Engineering I PO Box 813 ) Donnelly, ID. 83615 I. DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.00 [ft) Load Combinations: ASCE 7-95 ------------------------------------------ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) -------------»Self-weigh=- automatically -included« Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End ILoad -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (6.00)* No 2 Live Full Area 16 (6.00)* No 3 Dead Full Area 15 (6.00)* No *Tributary Width (ft) --------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------------------------------------------ I 6.00 ft I=_________ - I^ ---------- I------------------= Dead I 834 834 Live I 288 288 Total I .1122 1122 -B_Length=l====1=0======1=0________________________________________________ #########################€################################################# DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### -------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) ---------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design --------------I---------------- I----------------I------------------I Shear fv @d = 35 Fv' = 76 fv/Fv' = 0.46 Bending(+) fb = 540 Fb' = 1080 fb/Fb' = 0.50 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.11 ` Total Defl'n 0.09 = L/807 0.40 = L/180 0.22 ---------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ----------------------------------------------------------- Fb'+= 1200 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 (CH =-1.000)1, 1 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25. ------------ ADDITIONALDATA Bending(+): LC# 1 = D only, M = 1247 lbs -ft Shear : LC# 1 = D only, V = 832, V@d = 705 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) -------------------------------------------------- DESIGN NOTES: ---------------------- 1. Please.verify that the default deflection limits are appropriate foryour application. 2. Sawn lumber bending members shall -be laterally supported according to _ the provisions of NDS Clause 4.9.1. ti PAGE;= ' SUIvLVfIT STRUCTURAL ENGINEERING - e ` , Shone 208 `634 8148 ` ;Far .208 634 1 [ 7,; Y )- .Park :Sti et Ste=206 Iv1cC�11 .ID. 1 0 ... ...... ... - - ----- Woodworks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 18, 2004 23:40:48 ' COMPANY I PROJECT Summit Structural Engineering I PO Box 813 I Donnelly, ID. 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports ' total length: 13.00 (ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I > Location= =I Pattern I I I Start End I Start End I Load - -I--------I-------------- I ------------ -- --I-----------------I-------- 1 Dead Full Area 30 . (6.00)* No 2 Live Full Area 16 (6.00)* No ' 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 6.00 7.00 ft ---------- =_^=77 I 465 1806 604 Live I 202 784 262 Total I 667 2590 867 ' B.Length I 1.0 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf ' This -section -PASSES -the design =code =-check. SECTION vs. DESIGN CODE (stress=psi, deflection -in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------I------------------1 Shear fv @d = 42 Fv' = 106 fv/Fv' - 0.39 Bending(+) fb = 274 - Fb' - 1500 fb/Fb' - 0.18 Bending(-) fb = 395 Fb' = 1500 fb/Fb' - 0.26 Live Defl'n 0.01 = <L/999 0.23 = L/360 0.03 Total Defl'n 0.03 = <L/999 0.47 = L/180 0.06 ' = FACTORS -F- _--CD->==_CM-_= -Ct_== _CL =_ _CF. >===CV====Cf====>>C=====LC#= Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fb'-= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv'85 1.25 1.00 1.00 (CH = 1.000). 2 Fcp'= 625 1.00 1.00 E' 1.6 million 1.00 1.00 2 Custom duration factor for Live load 1.25 ' ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 1179 lbs -ft Bending(-): LC# 2 = D+L, M = 1697 lbs -ft Shear : LC# 2 = D+L, V = 1348, V@d = 1150 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb -int ' Total Deflection = 1.00(Defln-dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: T1 Please verify that the default deflection limits are appropriate =_ for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to -the full length of cantilevers and other spans. ' 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE ;SU13[IvfIT. STRUCTURAL ENGINEERQ ,Phone (208)• 634 8 L48 ' FaX.(208), 634:4151,, �� t06;E Park Street, Ste`_ 206,.McCa11 ID 1 1 L� 1 11 WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc. WoodWorks@ Sizer 97e Oct. 18, 2004 23:43:18 COMPANY ( PROJECT Summit Structural Engineering I PO Box 813 I Donnelly, ID. 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total.length: 8.50 [ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (6.00)* No 2 Live Full Area 16 (6.00)* No 3 Dead Full Area 15 (2.00)* No 4 Dead Point 465 2'.25 No 5 Live Point 202 2.25 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------------------------------------------- I 8.50 ft ---------- ------------------- Dead 11297. 1078 Live 1 557 461 Total 1 1853 1539 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. #####################################.###################################### SECTION vs. -DESIGN -CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I - ------------- I----------------I----------------I------------------I Shear fv @d = 46 Fv' = 106 fv/Fv' = 0.43 l Bending(+) fb = .533 Fb' = 1687 fb%Fb' = 0.32 Live Defl'n 0.02 = <L%999 0.28 = L/360 0.08 Total Defl'n 0.08 =.<L/999 0.57 = L/180 0.13 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million. 1.00 1.00 2 Custom duration factor for Live load = 1.25 . ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 3674 lbs -ft Shear LC# 2 = D+L, V = 1.844, V@d = 1592 lbs Deflection: LC# 2- D+L EI= 628.73e06 lb -int Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W= -wind I=impact C=construction)' (All LC's are -listed -in -the -Analysis -output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions.of NDS Clause 4.4.1.-; PAGE` SUMMIT.STRUCTURALENGWEERING Phone (208)1634 8148; Fax`(208) 634' 1157; t 10¢>E Paik,St'reet $-te 206 IvlcCall,'ID -. , . 1 WoodWorks®.Sizer for ANTHONY POWER PRODUCTS - --- ---- - ---- ----- ----------... -- --- -- - - ---- .._..._.......... ............ Roof Beam.wbc WoodWorks® Sizer 97e Oct. 18, 2004 23:49:48 ' COMPANY I PROJECT Summit Structural Engineering 1 PO Box 813 I Donnelly, ID. 83615 I ' DESIGN CHECK, - NDS -1997 Beam DESIGN DATA: ------------------------------------------ material: Timber -soft lateral support: Top= Full Bottom= @Supports ' total length: 12.00 (ft) Load Combinations: ASCE 7-95 ------------ LOADS: -----------LOADS-(force=lbslf-wessure=utomatically ilocation=ft)_____________________ »Self -weight automatically included« Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End.1 Start End I Load ' -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (9.00)* No 2 Live Full Area 20 (9.00)* No 3 Dead Full Area 15 (6.00)* No *Tributary Width (ft) ' MAXIMUM -REACTIONS -and -BEARING -LENGTHS ---(force=lbs_-length=in)------------- I 12.00 ft I^ (------------------- Dead 1 1438 1438 Live '1 1080 1080 ' Total518=====2516________________________________________________ B.Length 1 1.0 1.0 ==-- ------ ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ' ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) ' ----------------- ------------------ ---------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design 1 --------------I----------------I----------------I------------------1 Shear fv @d = 62 Fv' = 106 fv/Fv' = 0.59 Bending(+) fb = 1090 Fb' = 1687 fb/Fb' = '0.65 Live Defl'n 0.13 = <L/999 0.40 = L/360 0.33 ' Total-Defl_n----031-=--L/469--�-0_80-=--L/180------------- - -0_39 -_------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ------------ Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = . 85 1.25 1.00 1.00 (CH = 1.000) 2 i Fcp'= 625 1.00 1.00 E'= 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 'ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 7513 lbs -ft Shear LC# 2 = D+L, V = 2504, V@d =.2174 lbs Deflection: LC# 2 = D+L EI= lb -int ' Total Deflection = 1.00(Defln dead) + Defln Live. -628.73e06 (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN ______________________________________________________________ ' -NOTES: 1. Please verify that -the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to.---^._\ the provisions of NDS Clause 4.4.1. ' PAGE 19 SUIvtM[TSTRUGTURAL- 715', ' =�" P�rk:Street,:Ste:206 McCall; ., IDENGEE2UIG .106;E 4 WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beammbc WoodWorks® Sizer 97e Oct. 18, 2004 23:51:08 ' ' COMPANY I PROJECT Summit Structural Engineering I PO Box 813 I Donnelly, ID. 83615 I ' DESIGN CHECK - NDS -1997 Beam DESIGN DATA: 1 ----------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.00 (ft] Load Combinations: ASCE 7-95 ---------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) ------------- »Self=weight- automatically -included«------------------------ Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----=-----------I-----------------I-------- 1 Dead Full Area 30 (10.00)* No 2 Live Full Area 16 (10.00)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) -------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ---------------------------------- I 6.00 ft (------------------- Dead 1 1014 1014 Live 1 480 480 Total 1 1494 1494 -B_Length1=0======1=0 ------ DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in)- ---------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I ---------------- I ------------------I Shear fv @d = 63 Fv' = 106 fv/Fv' = 0.59 Bending(+) fb = 968 Fb' = 1500 fb/Fb' = 0.65 Live Defl'n 0.04 = <L/999 0.20 = L/360 0.19 Total Defl'n 0.12 = L/605 0.40 = L/180 0.30 ------------------------------------------------------ FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ----------------------------------------------------------------- Fb'+= 1200 1.25 1.00 1.00 1.000 .1.00. 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA ----------------------------------------------=- Bending(+): LC# 2 = D+L, M = 2237 lbs -ft Shear : LC# 2 = D+L, V = 1492, V@d = 1264 lbs Deflection: LC# 2 = D+L' EI= 122.01e06 lb -int Total Deflection = 1.00(Defln dead) '+ De£ln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ------------------------------------------------------- DESIGN NOTES: ------------ 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to �. the provisions of NDS Clause 4.4.1. s. PAGE 20 SUMM[T,STRUCTU&AL ENGINEERING z:fk Phone 208 `.63a 81'48; Fax' 208 634'-4157 ' Park Street; Ste J206 .McCall' DID. 1 1 -- - ---- ----- ----------------- - ---- -- -- - --- - ....._... _._........._ _..__._...._....... _..._..._....... - WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct -18, 2004 23:52:50 COMPANY ( PROJECT Summit Structural Engineering PO Box 813 ) Donnelly, ID. 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Support,s total length: 11.50 (ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) ------------->>Self_weight-automatically-included«____________- ---------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I-------------- I ------------------ I ----------------- I-------- 1 Dead Full Area 30 (8.00)* No 2 Live Full Area 16 (8.00)* No 3 Dead Full Area 15 (6.00)* No *Tributary Width (ft) --------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 11.50 ft -------= (------------------- Dead 1 2003 2003 Live I 736 736 Total I 2739 2739 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### ------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) ------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I----------------I------------------I Shear fv @d = 39 Fv' = 76 fv/Fv' = 0.51 Bending(+) fb = 565 Fb' 1215 fb/Fb' = 0.46 Live Defl'n 0.05 = <L/999 0.38 = L/360 0.12 Total Defl'n 0.17 = L/826 0.77 = L/180 0.22 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# -------------------------------------------------------- Fb'+= 1350 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 (CH = 1.000) 1 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL -DATA _------------ ___ Bending(+): LC# 1 = D only, M = 5704 lbs -ft Shear : LC# 1 = D only, V = 1984, V@d = 1653 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) ' (All LC's are listed in the Analysis output) --------------------------------------------=--- DESIGN NOTES: --------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause,9.9.1. PAGE 2-I SUIviMIT S.TRUCTLIRa1L @NGINEEF NG x �� - Fhone .(208);634 8148; rcFax (208) 634-4157'. r ; lO6iE Park<Street, .. Ste.206;-McCa11; ID 1 11 11 1 1 i /SI I WOOdWOrkS® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 18, 2004 23:55:50 COMPANY I PROJECT Summit Structural Engineering I PO Box 813 I Donnelly, ID. 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ---------------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 5.50 [ft] Load Combinations: ASCE 7-95 ----------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ---------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------1-----------------I-------- 1 Dead Full Area 30 (8.00)* No 2 Live Full Area 16 (8.00)* No 3 Dead Full Area 15 (2.00)* No 4 Dead Point 1575 4.50 No 5 Live Point 840 4.50 No *Tributary Width (ft) ------------ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ---------------------------------------- I 5.50 ft I ----------I------------------- Dead 1 1069 - 2071 Live I 505 1039 Total I 1574 3111 B.Length I 1.0 1.0 ------------ ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### SECTION vs. -CODE (stress=psi,.deflection=in) -DESIGN Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- ----------------I------------------I I Shear fv @d = 79 Fv' = 106 fv/Fv' = 0.75 Bending(+) fb = 435 Fb' = 1687 fb/Fb' = 0.26 . Live Defl'n 0.01 = <L/999 0.18 = L/360 0.05 Total Defl'n 0.03 = <L/999 0.37 = L/180 0.07 --------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ---------------- ------------------------------------------------------- Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 .1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E'= 1.6 million 1.00 1.0.0 2 Custom duration factor for Live load = 1.25 ---------------------------------------------------- ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 2996 lbs -ft Shear. ::LC# 2 = D+L, V = 3070; V@d = 2765 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are the -listed -in- -Analysis-output)-------------- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE ZZ SUMMIT STRUCTURAL b", 17 208 ,634' 8148;` Eax`. 208'634 4157 s' x" ). ) 106`E AazkStreet;,Ste. 206, McCafl. ID' n P 1 C(o Woodworks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 19, 2004'00:03:14 COMPANY I PROJECT Summit Structural Engineering 1 PO Box 813 1 Donnelly, ID. 83615 1 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ----------------------- -------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 4.50 [ft] Load Combinations: ASCE 7-95 -------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< --------------- ---------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area •30 (18.00)* No 2 Live Full Area 16 (18.00)* No 3 Dead Full Area 15 (2.00)* No 4 Dead Point 1560 2.00 No 5 Live Point 832 2.00 No *Tributary Width (ft) ------------------------------------------ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------------------------------------ I 4.50 'ft I^ ---------- ------------------- Dead 1 2182 2009 Live 1 1110 1018 Total 1 3292 3027 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### ------------- SECTION-vs . DESIGN CODE (stress=psi, deflection=in) ------------------------------------------------ Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I----------------I-------------------I Shear fv @d = 75 Fv' = 106 'fv/Fv' = 0.70 Bending(+) fb = 701 Fb' = 1687 fb/Fb' = 0.42 Live Defl'n 0.01 = <L/999 0.15 = L/360 0.06 Total Defl'n 0.03 = <L/999 0.30 = L/180 0.08' ---------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration -factor -for -Live -load -_ 1.25 --------------------------------------------- ADDITIONAL DATA ---------------------------------------------------------- .Bending(+): LC# 2 = D+L, M = 4833 lbs -ft Shear : LC# 2 = D+L, V = 3287, V@d = 2598,lbs Deflection: LC# 2 = D+L . EI= 628.73e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln'Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) --------------------------------------------------- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate ' for your application. 2. Sawn,lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. f PAGE Z3 - 1 SUIvIM[TtSTRUC CUR AL ENGTNEER[NG a a;,- Phone (208)'.:634 81'48; Fax (208) 63 {__4'157 .., ai i 106'E ParkSheet, Ste ,206 McC�II; ID WOOdWOrkS® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 19, 2004 00:05:10 COMPANY I PROJECT Summit Structural Engineering I PO Box 813 Donnelly, ID. 83615 DESIGN CHECK - NDS -1997 ' Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total Load Combinations: ASCE 7-95 SCE 7 ftl==________________________ -le=gtlyions: LOADS: (force -lbs, pressure-psf, udl-p.lf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load I--------I--------------I-----------------I-----------------1-------- 1 Dead Full Area 30 (6.00)* No 2 Live Full. Area 16 (6.00)* No 3 - Dead Full Area 15 (8.00)* No 4 Dead Full Area 15 (9.00)* No ' 5 Live Full Area 20 (9.00)* Yes *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS== (force=lbs, length=in)= ---- ------ -- I 9.00 6.00 4.00 ft ----------I------------------------------------- Dead 1 597 2551 2551 597 Live I 460 1612 1612 460 Total i 1056 4163 4163 1056 B.Length 1 1.0 1.2 1.2 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. .SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis value I Design Value I Analysis/Design I -- ------------I---------------- I----------------I------------------I Shear fv @d = 47 Fv' = 106 fv/Fv' = 0.44. Bending(+) fb = 206 Fb' = 1687 fb/Fb' = 0.12 Live Defl'n 0.00 = <L/999 0.20 = L/360 0.02 ===289=======Fb====1687=======fb/Fb=====0=17====_____ =B=nd=ng(=)lb Total Defl'.n 0.01 = <L/999 0.90 = L/180 0.03 0.01 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# = =Fb =1600 += 1350 1.25 1.00 1.000 = 1.00 1.006 1.00. 1.00 ====9- Fb'-- 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 5 Fv' = 85 1.25 1.00 1.00 (CH 1.000) 5 Fcp'- 625 1.00 1.00 - E' = 1.6 million 1.00 • 1.00 4 Cu=tomAtion=f=ctor=for=-Li=e-load=6=1Q25-=======v=====_______ ADDITIONAL DATA --- Bending(+): LC# 4 - D+L (pattern: M = 1418 lbs -ft _I_), Bending(-): LC# 5 = D+L (pattern: LL ), M = 1995 lbs -ft Shear: LC# 5 = D+L (pattern: LL-), V = 2205, v@d = 1632 lbs Deflection: LC# 4 - D+L (pattern: L ) EI- 628.73e06 lb-in2 + Total Deflection = 1.00(Defln dead] Defln Live. (D -dead L=live S=snow W= -wind I=impact C=construction) (All LC's are listed in the Analysis output) span) Load-Patter=_===S/2o==X=L=S=o==L=C== ' _ _ DESIGN DESIGN NOTES: ===ovp=tt=e==lo=d�==th====p== ==_ 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires ' that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE 2q = 1 ;SUMMIT $TRtj.Cj0 L ENGiNEERQ�IG " , Phone (208)':634 8148, (208) 634-1x151 4 k ' [A'E Park Street;'Ste' 206 .-Far , McCa1I ID )g WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc Wood Works® Sizer 97e Oct. 19, 2004 00:07:58 I COMPANY I PROJECT Summit Structural Engineering PO Box 813 1 Donnelly, ID. 83615 DESIGN =CHECK =====NDS=1997=====_____________________ Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 12.00 (ft) Load -Combinations: ASCE =7=95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern 1 I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (6.00)* No 2 Live Full Area 16 (6.00)* No 3 Dead Full Area 15 (8.00)* No 4 Dead Full Area 15 (9.00)* No 5 Live Full Area 20 (9.00)* Yes 6 Dead Partial Area 30 (22.00)* 9.50 12.00 No 7 Live Partial Area 16 (22.00)* 9.50 12.00 Yes *Tributary Width (ft) MAXIMUMREACTIONS and =BEARING LENGTHS ===(force=lbs, length=in)-- --- -- __ 1 6.00 6.00 ft 1- I - - ---- ------ - - ---- Dead- - I 941 3901 2248 Live 1 689 2337 1343 Total 1 1630 6238 3591 B.Length 1 1.0 1.8 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### SECTION -vs =DESIGN CODE =(stress-psi=defle=tio==in) Criterion I Analysis. Value I Design Value I Analysis/Design I -------------- I ---------------- I ----------------I-------- . ----------I Shear fv @d = 63 Fv' = 106 fv/Fv' = 0.60 Bending(+) fb = 366 Fb' 1687 fb/Fb' = 0!22 Bending(-) fb = 395 Fb' - 1684 fb/Fb' = 0.23 Live Defl'n 0.01 = <L/999 0.20 = L/360 0.03 Total Defl'n 0.02 - <L/999 . 0.40 = L/180 0.04 FACTORS_=F______CD---- CM=-==-Ct==__-CL==---CF=-=--CV=-- Cfu==__==Cr---=LC#- Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 4 Fb' 1350 1.25 1.00 1.00 0.998 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH 1.000) 2 Fcp'= 625 1.00 1.00 - E'= 1.6 million 1.00 1.00 4 1 Custom duration factor for Live load = 1.25 ____ -------- ____________________________________________�____________________ ADDITIONAL DATA ' Bending(+): LC# 4 D+L (pattern: -L), M = 3694 lbs -ft Bending(-): LC# 2 = D+L, M - 3989 lbs -ft Shear : LC# 2 = D+L, V = 3370, V@d = 2674 lbs Deflection: LC# 4 = D+L (pattern: L) EI -1115.29e06 lb-in2 Total Deflection - 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) sted ' ==-(All -LC=s- are : s.=S/2, X the -An=lysis=ou=no pa__span--_ .(Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate = for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to ' the provisions of NDS Clause 4.4.1. 'SUMMIT STRUCTURAL ENQiNEERING' PAGE ., t yEhone (208)'634 8,148; Fa (208) 634 s1I�7, s ,+,106;E Park.,S 11 1 t L 1� WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 19, 2004 00:12:26 COMPANY I PROJECT Summit Structural Engineering I PO Box 813 ] Donnelly, ID. 83615 ) DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: GlulamUnbala'd lateral support: Top= Full Bottom= @Supports total length: 17.00 [ft] Load Combinations: ASCE 7-95 -------------------------->__-_---__»_____________________________________ LOADS: (force=lbs, pressure-psf, udl=plf, location -ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I--------- 1 Dead Full Area 15 (8.00)* No 2 Dead Full Area 30 (10.50)* No 3 Live Full Area 16 (10.50)* Yes *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs length=in)=>==_________ 1 17.00 ft I ---------- ------------------- Dead 1 3894 3894 Live 1 1428 1428 Total I 5322 5322 B.Length I 1.6 1.6 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x15 @18.260 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value 1 Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 64 Fv' = 171 fv/Fv' - 0.37 Bending(+) fb = 1022 Fb' = 2157 fb/Fb' = 0.47 Live Defl'n 0.12 - <L/999 0.57 = L/360 0.21 Total Defl'n 0.45 = L/453 1.13 = L/180 0.40 FACTORS: F Co CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 0.90 1.00 1.00 '1.000 1.00 0.999 1.00 1.00 1 Fv' = 190 0.90 1.00 1.00 1 Fcp'- 650 1.00 1.00 _ E'1.8 million 1.00 1.00 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+):'LC# 1 = D only, M = 16374 lbs -ft Shear : LC# 1 = D only, V = 3853, V@d - 3286 lbs Deflection: LC# 2 = D+L EI=2594.49e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I -impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s_S/2,-X-L-S-or-L+C,--= no -pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation'of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd - actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE SUMMIT STRUCTUIL4L ENGQVEfi)tQ ,1?fione (208)` 634 81.48;' Fax ,(208) 63 l 4157„ ,` ; �. 106E' Paik;Street 3fe.{206,' McCaJJ;'ID i SOI WoodWorks® Sizer for ANTHONY POWER PRODUCTS �.. -.._..-=---------------------- -------...--......-- -- ---- ---- _.. _...- .__... .... ._....... ._ ...__.._ i 1 Roof Beam.wbc WoodWorks@ Sizer 97e Oct. 19, 2004 00:10:40 COMPANY I PROJECT Summit Structural Engineering I PO Box 813 1 Donnelly, ID. 83615 I ' DESIGN CHECK - NDS -1997 Beam DESIGN'DATA: --------------------------------------------------------------------------- --------------------------------------------------------------------------- material: Timber -soft 1 lateral support: Top= Full. Bottom= @Supports total length: 11.00 [ft] Load Combinations: ASCE 7-95 ----------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) -------------»Self-weight- automatically -included«__-_________-_---_------ Load. I Type I Distribution I Magnitude I Location I Pattern I I I Start End 1. Start End I Load - ----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (8.00)* No 2 Dead Full Area 15 (9.00)* No 3 Live Full Area 20 (9.00)* Yes *Tributary Width (ft) MAXIMUM-REACTIONSand-BEARING-LENGTHS---(force=lbs_-length=in) - ------------- I 11.00 ft '.I^ (------------------- Dead 1 1503 1503 Live 1 990 990 ====Total =l===2493=====2993________________________________________________ B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: • D.Fir-L, No. 1, 6x12 @15.023 plf ThissectionPASSES-the -design -code-check _----------------- - SECTION vs. DESIGN CODE (stress=psi, deflection=in) -------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design --------------I----------------I----------------I------------- ---- Shear fv @d = 48 Fv' = 106 fv/Fv' = 0.46 Bending(+) fb = 674 Fb' =.1687 fb/Fb' = 0.40 Live Defl'n 0.05 = <L/999 0.37 = L/360 0.14 1 -Total -Defl_n013-=_-L/993073-=--L/180---------------018-�-�----- .FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 - (CH =.1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 'ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 6807 lbs -ft Shear LC# 2 = D+L, V = 2475, V@d = 2099 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.00(Defln'dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) - (Load Pattern: s=S/2, X=L+S or L+C,. =no pattern load in this span) ------------------------- DESIGN-NOTES 1. Please verify that the default deflection limits are appropriate for your application.1 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1 PAGE jM Z1 :_ St7iyIMIT, STRUCTURAL ENG]NEERfI IG F >,` f Phone (208)'.. 634 =8.1 48; Fs`(208) 634,4157 t` *,� „` "` 106lE ParkSt�eet; _5ti :206 1vtcCall' ID Z( i WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 19, 2004 00:22:06 COMPANY I PROJECT Summit Structural Engineering I PO Box 813 1 Donnelly, ID..83615 I ' DESIGN CHECK - NDS -1997 Beam DESIGN DATA: -------------------------------------------------------------------------- -------------------------------------------------------------------------- material: Timber -soft ' lateral support: Top= Full Bottom= @Supports total length: 3.00 (ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft). 1 ---------------Self- - weightautomatically « -included------------------------ Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (2.00)* No 2 Dead Full Area 30 (24.50)* No 3 Live Full Area 16 (24.50)* Yes *Tributary Width (ft) ' MAXIMUM -REACTIONS -and -BEARING -LENGTHS ---(force=lbs_-length=in)------------- 1 3.00 ft 7 -------------- Dead 1 1159 1159 Live 'I 588 588 Total 1 1747 1747 Length1=0======1=0 -B------ ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This -section -PASSES -the ########################################################################### -design -code -check. _________________________________ SECTION vs. DESIGN CODE (stress=psi, deflection=in) ----------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- ----------------I------------------ II Shear fv @d = 60 Fv' = 106 fv/Fv' = 0.57 Bending(+) fb = 567 Fb' = 1500 fb/Fb' = 0.38 Live Defl'n 0.0.1 = <L/999 0.10 = L/360 0.06 1 -Total -Defl_n----0.02-_-<L/999----0.20-=--L/180---------------0.09--------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv '= 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ' ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 1310 lbs -ft Shear : LC# 2 = D+L, V = 1746, V@d = 1213 lbs Deflection: LC# 2 = D+L EI=-122.O1eO6,lb-int Total Deflection = 1.00(De,fln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) 'DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to ' the provisions of NDS Clause 4.4.1. PAGE 2S rSW',K1T•STRU CTU RAL CNG[NEER[NG r ..." > Phone (208),:634 8148: x Fax°(208)-634. ' { 106cE� Park:$'treet, Ste.;206.Mc'Cali;'IID Z I WoodWorks® Sizer for ANTHONY POWER. PRODUCTS ' Roof Beammbc Wood Works® Sizer 97e Oct. 19, 2004 00:24:58 COMPANY I PROJECT Summit Structural Engineering I PO Box 813 1 Donnelly, ID. 83615 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: - material- Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 11.00 [ft] Load -Combinations: ===ASCE _7=95=====___<___________________________ LOADS: (force -lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern ' I I I Start End I Start End I Load -----1'--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (2.00)* No 2 Dead Partial Area 30 (11.00)* 0.00 ' 6.00 No 3 Live Partial Area 16 (11.00)* 0.00 6.00 No 4 Dead Partial Area 30 (6.00)* 6.00 11.00 No ' 5 Live. Partial Area 16 (6.00)* 6.00 11.00 No 6 Dead Point 1425 6.00 No 7 Live Point 760 6.00 No *Tributary Width (ft) ' MAXIMUM -REACTIONS -and -BEARING LENGTHS ---(force=lbs_-length=in)=--_-_---___ 1 11.00 ft 1(------------------- Dead 1 2555 2275 Live 1 1223 1073 Total 1 3777 3349 B.Length 1 1.1 1.0 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf 'This section PASSES the design code check. ########################################################################### SECTION CODE =vs. =DESIGN _==(str=a=s=p=i_=deflection==n) Criterion I Analysis Value I Design Value I Analysis/Design I - ------------- I ---------------- I----------------I------------------I' Shear fv @d = 78 Fv' = 237 fv/Fv' - 0.33 Bending(+) fb = 1234 Fb' - 3000 fb/Fb' = 0.41 Live Defl'n 0.06 - <L/999 0.37 < L/360 0.17 Total Defl'n 0.19 = L/694 0.73 - L/180 0.26 FACTORS: F CD CM Ct CL CF 'CV Cfu Cr' LC# 1 Fb'+2400 1 25 1.00 0 00 1 000 1 00 1 000== 1 00 1 00 =2= Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 _ E' 1.8 million 1.00 1.00 2 Custom duration factor for Live load 1.25 'ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 12646 lbs -.ft Shear : LC# 2 = D+L, V - 3760, V@d = 3210 lbs Deflection: LC# 2== D+L EI -1328.38e06 lb -int Total Deflection 1.00(Defln dead) + Defln Live. (D -dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate = ' for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). AV 7 PAGE Z� t SUfviM[T STRUCTURAL ENGiNEERQ IG �' ' Shone .208 lO6:E Ra)rkStieet Ste: .206, McCall, ID ,---------------- --------------- ----=---------------- - ----- -----------..._......_..._II-III--..... _. . , Z�1 WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc Wood Works® Sizer 97e Oct. 19, 2004 00:27:12 1 COMPANY I PROJECT Summit Structural Engi Engineering PO Box 813 ) Donnelly, ID. 83615 I DESIGN CHECK - NDS -1997 ' Beam DESIGN DATA: material: Glul-m Unbala'd lateral support: Top= Full Bottom= @Supports total 00 Load Combinationss:: ASCE 7-95 =lebgth_-_AS==[ft]====____________________________________ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (4.00)* No 2 Dead Partial Area 30 (19.00)* 0.00 7.00 No 3 Live Partial Area 16 (19.00)* 0.00 7.00 No ' 4 Dead Partial Area 30 (6.00)* 7.00 13.00 No 5 Live Partial Area 16 (6.00)* 7.00 13.00 No 6 Dead Point 1425 7.00 No 7 Live Point 760 7.00 No Tributary and BEARING MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 13.00 ft I -------------II-III Dead I 4345 3195 Live 1 2039 1425 Total 1 6384 4620 =BaLength=l=====# 9#=#===1=4=====____________________________ ' ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x13.5 @16.434 plf This section PASSES the desicn code check. ########################################################################### ' SECTION vs. DESIGN CODE (stress°=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------1----------------I------------------I Shear fv @d = 115 Fv' = 237 fv/Fv' = 0.48 Bending(+) fb = 1639 Fb' - 3000 fb/Fb' - 0.55 Live Defl'n 0.10 = <L/999 0.43 = L/360 0.24 Total Defl'n 0.32 = L/460 0.87 = L/180 0.37 ' FACTORS_=F=====CD_=_=_CM=====Ct=====CL=====CF=====CV====Cf======Cr====LC#. Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' - 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' - 1.8 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ' ADDITIONAL DATA Bending(+): LC# 2 - D+L, M = 21268 lbs -ft Shear : LC# 2- D+L, V - 6358, V@d = 5289 lbs Deflection: LC# 2 = D+L EI -1891.38e06 lb-in2 Total Deflection 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally,supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE ' SUMMIT STRUCTUR9L ENGINEERING , Phone,,(208)'634 81,48! Fax (208) 634-�F1�7 Street Ste" ID ., 206; N1cCal1; I I I I I I L� I I I I I i I I Woodworks® Sizer for ANTHONY POWER PRODUCTS Roofftam.wbc WoodWorks@ Sizer 97e Oct. 19, 2004 00:29:58 I COMPANY PROJECT S.dmmi.t ---StkUctural Engineering PO - Box 813, -'ault d �lectioin Iiinits &'-, app D o n fi e�. ly'/., ID. ';-.8 3,615 Dag Beam. DES IGN--�:DATA::.'-, - • ---------- dateri4j: Timber--sof.t. ..laterai..sup6ort: Top= Full Bottom= @Supports total length: 11.00. [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pres-sure=psf, udl=plf,•location=ft) >>Self -weight automatically included<< Load I Type I Distribution I - Magnitude- I Location I Pattern I Start End I Start End I Load . -------------- I ----------------- I ----------------- -------- 1 Dead Full Area 15 (4.00)* No 2 Dead Full Area 30 .(10.00)*. No 3 Live Full Area 16 (10.00)* No, *Tributary Width (ft) MAXIMUM REACTIONS and BEARING -LENGTHS (force=lbs, length=in) 11.00 ft ---------- ------------------- Dead 1 2081 2081 Live 1 880 880 Total 1 2961 2961 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fii-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### 7 -- SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design value I Analysis/De,sign I -------------- I ---------------- I ---------------- ------------------ Shear fv @d = 58 Fv' = 106 fv/Fv! = 0.54 Bending(+) fb = 801 Fb' = 1687 fb/Fbl = 0.47 Live Defl1n 0.0.51 = <L/999 0.37 = L/360 0.13 Total Defl1n 0.16 = L/835 0:73 = L/180 0.22 FACTORS: F -CD CM Ct CL CF CV Cfu Cr LC# Fbl+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcpl= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 .Custom duration factor for Live load = l.'25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 8092 lbs -ft Shear' .:,LC# 2 = D+L, V = 2943, V@d = 2430 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb -int Total Deflection = 1.00(Defln - dead) + Defln_Live; (D=dead L=live. S=snow W= wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate I for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE > SUMMIT STRUCTURAL ENGINEERING, Phone: (208) 325-8148 Fax (208) 325-8149 RO. Box 813, 270 N. Main, Donnelly, ID 1 1 1 1 11 1 1 1 1 1 1 'I ZS WoodWorks® Sizer for ANTHONY POWER PRODUCTS ' Roof Beam.wbc WoodWorks® Sizer 97e Oct. 19, 2004 00:32:30 COMPANY I PROJECT Summit Structural Engineering PO Box 813 I , Donnelly, ID. 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: - ------------------------------------------ material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.00 (ft] Load Combinations: ASCE 7-95 ----------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ------------------------------------------ Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load ----- ------ 1 Dead Full Area 15 (2.00)* No 2 Dead Full Area 30 (24.50)* No 3 Live Full Area 16 (24.50)* No *Tributary Width (ft) ----------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------------------------------------------------- I 6.00 ft 1 (------------------- Dead 1 2339 2339 Live.1 1176 1176 Total 1 3515 3515 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. #########################4################################ ################# SECTION vs. DESIGN CODE (stress=psi, deflection=in) -------------------------------------------------- Criterion I Analysis value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 74 Fv' = 106 fv/Fv' = 0.70 Bending(+) fb = 763 Fb' = 1687 fb/Fb' = 0.45 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.09 Total Def'1'n 0.05 = <:1/999 0.40 = L/180 0.14 -------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000. 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000)• 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 -------------------------------------------------- ADDITIONAL DATA Bending(+): LC#'2 = D+L, M = 5262 lbs -ft Shear : LC# 2 = D+L, V'= 3508, V@d = 2582 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: --------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS.Clause 4.4.1. PAGE SZ SUMMIT STRUCTURAL ENGINEERING , Phone: (208)325-8148 Fax (208) 325=8149 P.O. Box 813, 270 N. Main , Donnelly, ID 1 1 1 1 I�] 1 1 1 � + WOOdWOrkS® SIZ@r- - for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 19, 2004 00:34:40 COMPANY I PROJECT Summit Structural Engineering' I PO Box 813 I Donnelly, ID. 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --------------------------------------------------------------------------- --------------------------------------------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 8.50 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) automatically ---------�---»Self-weight- -included«-----------'------------- Load I Type I Distribution I Magnitude I Location ) Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area' 15 (8.00)* No 2 Dead Full Area 30 (18.50)* No 3 Live Full Area 16 (18.50)* No *Tributary Width (ft) MAXIMUM REACTIONSand BEARING LENGTHS (force=lbs, length=in) ------------------------------------------ I 8.50 ft Dead I 2947 2947 Live I 1258 1258 Total I 4205 4205 B.Length I 1.2 1.2 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf ; This section PASSES the design code check. ---------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value j Design Value I Analysis/Design I --- ----------- I---------------- I ----------------- 1------------------I Shear fv @d = 77 Fv' = 106 fv/Fv' = 0.72 Bending(+) fb 881 Fb' = 1687 fb/Fb''= 0.52 Live Defl'n 0.03 = <L/999 0.28 = L/360 0.11 -Total -Defl_n----0_10-=--L/982----0_57-=--L/180---------------0_18--------- FACTORS: F CD - CM Ct CL CF CV Cfu Cr LC# ------------- --------------------------------------------------- Fb'+= 1350 1.25 1.00 1.00. 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL -DATA _______________ Bending(+): LC# 2 = D+L, M = 8905 lbs -ft Shear : LC# 2 = D+L, V = 4191, V@d = 3246 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection= 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow, W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: ------------- --------------------------------------------------- 1..Please verify that the default deflection limits are appropriate for application. your 2. Sawn lumber bending members shall be laterally supported according -to _ the provisions of NDS Clause 4.4..1. Z. PAGE 3Zj_ =' SUM.MIT_STRUCTURAL ENGWEERING'. , Phone.,;(208)°325-81.48:.-',Faz (208)325=8149 ;:. , ,.: ;'P O Box813;270 N Main=• Donnelly;;; QJ 1 1 1 11 1 1 Woodworks® Sizer for ANTHONY POWER PRODUCTS , I -- _--------=-- - -------------- -- -- -- -_._ ._.. - - __............ - Roof Beam.wbc Wood Works(@ Sizer 97e Oct. 19, 2004 00:37:12 I COMPANY ) PROJECT Summit Structural Engineering I PO Box 813 I Donnelly, ID. 83615 I . DESIGN CHECK NDS -1997 Beam --DESIGN DATA: -- --- - ---- - -- -- material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 28.00 (ft) Load Combinations: ASCE 7-95 --- ---- - --- LOADS: (force=lbs, pressure=psf, ud1=plf, location=ft) »Self -weight automatically inc luded« Load I Type I Distribution I Magnitude I Location I Pattern I I Start End I ' Start End I Load - ----I--------I-------------- I ----------------- I -----------------I-------- 1 Dead Full Area 15 (8.00)* No 2 Dead Full Area 30 (4.00)* No' 3 Live Full Area 16 (4.00)* No *Tributary Width (ft) --_---- --__ _----_---------------------------------�___------------_--_----------- _ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 28.00 ft I I------------------- Dead I 3934 3939 Live 1 896 896 Total 1 4830 4830 B.Length 1 1.1 1.1 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 6.75x18 @28.859 plf This section PASSES the design code check. ########################################################################### ---------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I----------------I------------------I Shear fv @d = 41 Fv' = 171 fv/Fv' = 0.24 Bending(+) fb = 867 Fb' = 1961 fb/Fb' = 0.44 Live Defl'n 0.15 = <L/995 0.93 = L/360 0.16 t Total Defl'n 0.78 = L/43C 1.87 = L/180 0.42 FACTORS: F CD CM Ct CL CF CV Cfu• Cr LC# Fb'+= 2400 = 0.90 1.00 1.00 1.000 1.00 0.908 1.00 1.00 1 Fv' - 190 0.90 1.00 1.00 1 Fcp'= 650- 1.00 '1.00 - E'= 1.8 million 1.00 .1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 1 = D only, M = 26348 lbs -ft Shear : LC# 1 D only, V = 3764, V@d = 3361 lbs Deflection: LC# 2 = D+L EI=5904.8le06 lb -int Total Deflection = 1.00(Defln dead) +'Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) j (All LC's are listed in the Analysis output) 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE 2-4 SUIGtIyfIT STRUCTURAL ENGINEERING 4.Phone'$,(208)`.325 8748.: -.Fax;(208)325=.8149 `; ":P O :Boz8L3, 270'N: IGlain-; =Donnelly, m, 1 • WOOdWOrkSO Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 19, 2004 00:39:16 COMPANY I PROJECT Summit Structural Engineering I PO Box 813 I Donnelly, ID. 83615 I ' DESIGN CHECK - NDS-1997 Beam DESIGN DATA: --------------------------------------------------------------------------- --------------------------------------------------------------------------- material: Timber-soft lateral support: Top= Full Bottom= @Supports total length: 3.50 [ft] Load Combinations: ASCE 7-95 ------------ LOADS:-(force=lbsessure=-udl=pllocation=ft) ' Self-weight automatically included --------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area, 15 (8.00)* No 2 Dead Full Area 30 (18.50)* No 3 Live Full Area 16 (18.50)* No *Tributary Width (ft) 1 MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------- I 3.50 ft - Dead I 1195 1195 Live I 518 518 Total I 1713 1713 ' B.Length .I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6, @ 7.185 plf This ' -section -PASSES -the -design -code -check. ------------------------------�-- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --Criterion- I Analysis Value I Design Value I Analysis/Design I --I----------------I----------------I----------_-------I Shear fv @d 63 Fv' = 106 fv/Fv' 0.59 Bending(+) fb = 648 Fb' = 1500 fb/Fb' = 0.43 Live Defl'n 0.01 = <L/999 0.12 = L/360 0.07 Total Defl'n 0.03 = <L/999 0'.23 = L/180 0.12 -------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1'.00 1.000 1.00 1.00 2 ' Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L,'M =. 1498 lbs-ft Shear LC# 2 = D+L, V = 1712, V@d = 1263 lbs Deflection: LC# 2 = D+L . EI=122.O1e06 lb-in2 ' Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=-wind I=impact C=construction). (All LC's are listed in the Analysis output) . 'DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. ' 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. = i PAGE S5' ' SUMIvfIT,STRUCTUitAL ENGINEERING 7.Ph6ne `. (208);325:-8148 . Fax (208) 325=8149 P O Boz,813;,2Z0 N Main:;' iDonnelly, m IZS i WoodWorks® Sizer for ANTHONY POWER PRODUCTS. Roof Beam.wbc WoodWorks® Sizer 97e Oct. 19, 2004 00:44:20 COMPANY I PROJECT Summit Structural Engineering I PO Box 813 Donnelly, ID. 83615 DESIGN CHECK - NDS -1997 ' Beam DESIGN DATA: -------- ______________________________________________ material- Glulam Unbala'd lateral support: Top= Full Bottom @Supports 00 total -length: ====AS -[ft]________________________________________ Load Combinations:: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ' Load I Type I Distribution I Magnitude = I Location I Pattern I I I Start End I Start End I Load - -I--------I--------------I----------------- I -----------------I-------- 1 Dead .Full Area 15 (8.00)* No 2 Dead Full Area 30 (18.50)* No ===3===L==eWFull -Area 16=-(18.50)____________No==== *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 11_00 ft I----_----- I " ----------1------------------- Dead 1 3810 3810 Live 1 1628 1628 ' ====Total =l===5438=====5438=====___________________________________________ B.Length I 1.6 1.6 ' ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf ' Thi=_section-PASSES -th==design -code -=he=k====______________________________ ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I - -------------I---------------- I----------------I------------------I Shear fv @d - 108 Fv' - 237 fv/Fv' = 0.46 Bending(+) fb = 1454 Fb' = 3000 fb/Fb' = 0.48 Live Defl'n 0.07 = <L/999 0.37 = L/360 0.20 Total Defl'n 0.24 = L/540 0..73 = L/180 0.33 FACTORS= F======CD=====CM==-==Ct=====CL ====CF CV====CfCr--_=LC#_ Fb'+= 2400 1.25 1.00 .1.00 1.000 1.00' 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 - 2 Fcp'= 650 1.00 1.00 _ E'= 1.8 million 1.00 1.00 Custom duration factor for Live load = 1.25 ADDITIONAL DATA ' Bending(+): LC# 2 = D+L, M = 14907 lbs -ft Shear : LC# 2 = D+L, V = 5421, V@d = 4435 lbs Deflection: LC# 2 = D+L EI=1328.38e06 lb -int Total Deflection = 1-.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I -impact C=construction) (All LC's are listed in the Analysis output) ' DESIGN -NOTES 1. Please verify that the default deflection limits are appropriate for your application. ' 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions 1 of NDS Clause 3:3.3. ' S. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE `. SUIv11IT STRUCTURAL ENGINEERING ti t ", Phone:.; (208)325-8148 Fax (208)-325=&149 <, `.P O' Box:813; 240:N ;Main Donnelly; ID 1 1 1 1 1 1 1 1 ' WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 19, 2004 00:41:58 COMPANY I PROJECT Summit Structural Engineering PO Box 813 I Donnelly, ID. 83615 i DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ------------------------------------------------- material: T-mber-soft lateral support: Top= Full Bottom= @Supports total length: 7.50 (ft] Load Combinations: ASCE 7-95 ------------ ------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ------------------------------------ ---- Load I Type I Distribution I Magnitude 1' Location I Pattern I I I Start End 1. Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (8.00)* No 2 Dead Full Area 30 (18.50)* No 3 Live Full Area 16 (18.50)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING - ------------- - ------------------------ ------------------ 1 7.50 ft 1 I ------------------- Dead 1 2586 2586 Live I 1110 1110 Total 1 3696 3696 B.Length 1 1.1 1.1 ###################### ##################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) ------------- ------------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design 1 -------------- ----- ----- Shear fv @d = 84 Fv' = 106 fv/Fv' = 0.79 Bending(+) fb = 1003 Fb' = 1687 fb/Fb' = 0.59 Live Defl'n 0.03 = <L/999 0.25 = L/360 0.13 Total Defl'n 0.11 = L/808 0.50 = L/180 0.22 ------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000)• 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million, 1.00 1.00 2 Custom duration factor for Live load = 1.25 ------------- ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 6915 lbs -ft Shear LC# 2 = D+L, V = 3688, V@d = 2909 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. .(D=dead L=live S=snow W= -wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: -------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE SUMMIT STRUCTUkAL ENGINEERING; *' ,• Phone (2Q8)"325=81;48 Fax,(208) 325'-8149, P O:_Bdx 813" 270�N My in; Donnelly;- ID 1 - ' WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 19, 2004 00:47:06 ' COMPANY I PROJECT Summit Structural Engineering I PO Box 813 I Donnelly, ID. 83615 I ' DESIGN CHECK - NDS-1997 Beam DESIGN DATA: ---------------------------------------------- material: Timber-soft lateral support: Top= Full Bottom= @Supports ' total length: 3.50 (ft) Load Combinations: ASCE 7-95 ' LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) -------------»Self-weight- automatically -included«--_-_-__-_-_�---------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start , End I Start End I Load t-----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (8.00)* No 2 Dead Full Area 30 (18.50)* No 3 Live Full Area 16. (18.50)* No 4 Dead Full Area 15 (11.00)* No 5 Live Full Area 20 (11.00)* No ' *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 3_50--ft . I ' ----------I------------------- Dead 1 1484 1484 Live I 903 903 Total I 2387 2387 B.Length I 1.0 1.0 ########################################################################### ' DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ' SECTION-vs_-DESIGN- CODE ---(stress=psi_-deflection=in)---------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I---------------- I---------------- I------------------I Shear fv @d = 87 Fv' = 106 fv/Fv' = 0.82 Bending(+) fb = 903 Fb' = 1500 fb/Fb' = '0.60 Live Defl'n '0.01 = <L/999 0.12 = L/360 0.12 Total Defl'n 0.04 = <L/999 0.23 = L/180 0.16 1 FACTORS_-F------CDCM ---------Ct-----CL-----CF-----CV----Cfu-----Cr----LC#- Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - 16- million Custom duration factor for Live load = 1.25 --------------- ==1=o0===1=002_ ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 2087 lbs-ft ' Shear : LC# 2 = D+L, V = 2386, V@d = 1761 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=windy I=impact C=construction) ' ---(All -LC_s- are -listed -in- the -Analysis -output) ---------------------------- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate�.'� for your application. ' 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE'3?) SUMMIT`STRUCTURIIL ENGINEERING �,_ ;,: `,Phone' (208)'325-8148':-Fax (208)'325: &149 ' ,- ,, P.0! Box 813; 290 N`.'Main Donnelly;; ID 1 ___ 3r ' WoodWorks® Sizer for ANTHONY POWER PRODUCTS { Roof Beammbc Wood Works® Sizer 97e Oct. 19, 2004 00:49:06 t COMPANY I' PROJECT Engineering Summit Structural EngiI PO Box 813 I Donnelly, ID. 83615 n 1 DESIGN.CHECK - NDS -1997 Beam' DESIGN DATA: material•Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 18.50 (ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start ' EndI Start End I Load - ----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area •15 (8.00)* No 2 Dead Full Area 30 (14.00)* No 3 Live Full Area 16 (14.00)* No *Tributary Width (ft) ----- ------ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length -in) 18.50 ft 1 -I------------------- Dead I 5296 5296 Live 1 2072 2072 Total I 7368 7368 B.Length 1 1.7 1.7 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 6.75x15 @24.049 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I----------------I------------------ I Shear fv @d = 93 Fd' = 237 fv/Fv' = 0.39 Bending(+) fb = 1598 Fb' = 2890 fb/Fb' = 0.55 Live Defl'n 0.17 = <L/999 0.62 = L/360 0.28 Total Defl'n 0.61 = L/365 1.23 = L/180 0.49 FACTORS: F CD CM Ct CL CF CV Cfu Cr LCff Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 0.964 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E'= 1.8 million 1.00 .1.00 2 Custom duration -factor -for -Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 33714 lbs -ft Shear: LC# 2 = D+L, V = 7289, V@d = 6304 lbs .Deflection: LC# 2 - D+L EI=3417.13e06 lb -int Total Deflection = 1.00(Defln dead) + Defln_Liv,e. (D -dead L=live S=snow W=wind 'I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN'NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except . where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE .210 S,UNIMIT STRUCTURAL ENGINEERING ri . , ,; , :Phone:,.(208) 325-&1-48; • Eax (208),325-8149,. ' ._;, ;,P O'Box;813;;270 N Ma(n;. Doonally,:,ID Roof Beam.wbc - -- ---------------- - - - - .._-....- ......... ,_. WoodWorks® Sizer for ANTHONY POWER PRODUCTS WoodWorks® Sizer 97e Oct. 19, 2004 00:51:40 ' COMPANY I PROJECT neering Summit Structural EngiI PO Box 813 Donnelly, ID. 83615 ) DESIGN CHECK - NDS -1997 Beam .DESIGN DATA: material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 17.50 [ft] Load Combinations: ASCE 7-95 --------------- LOADS: (force=lbs, pressure=psf, udl=plf, location -ft) »Self -weight automatically included«• Load I Type I Distribution I Magnitude I Location I Pattern I I .I Start End I Start End I Load -----I------=-I-------------- I------------- ----I-----------------I-------- 1 Dead Full Area 15 (8.00)* No 2, Dead Full Area 30 (4.00)* No 3 Live Full Area 16 (4.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and=BEARING LENGTHS ==(force=lbs, length=in) ---------- ------17 50 --ft---=_---------------_________----__- I " (------------------- Dead I. 2278 2278 Live I 560 560 Total 1 2838 2838 B.Length 1 1.0 1.0 ; ########################################################################### DESIGN SECTION: VG West.DF, 24F-V4,.5.125xl3.5 @16.434 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) _______________ Criterion 1 Analysis Value I Design Value I Analysis/Design I . --------------I----------------I----------------I------------------1 Shear fv @d = 42 Fv' = 171 fv/Fv' = 0.25 Bending(+) fb = 757• Fb' = 2160 fb/Fb' = 0.35 Live Defl'n 0.07 = <L/999 0.58 = L/360 0.12' Total Defl'n 0.36 = L/587 1.17 = L/180 0.31 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 190 0.90 1.00 1.00 1 Fcp'= 650 1.00 1.00 - E' _ ' 1.8million 1.00 1.00 2 Custom duration factor for Live load - 1.25 ADDITIONAL DATA Bending(+): LC# 1 = D only', M - 9817 lbs -ft ShearLC# 1 = D only,.'V = 2244, V@d = 1955 lbs Deflection: LC# 2 = D+L EI=1891.38e06 lb -int Total Deflection = 1.00(Defln dead) + Defln_Live. •(D=dead L=live S=snow W= -wind I -impact C=construction) ,(All LC's are listed in the Analysis output) DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate = for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM:bxd = actual breadth x.actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE $UMM1T STRUCTU .RAL ENGINEERING: s;, i .; �Thbne , ,(208); 325=8148- .:Fax* (208).325,-81!49ti •P O Box;813,`270 M: Main ;-._Donnelly;:,ID 1------ - . ..... .. WOOdWOrkS® Sizer for ANTHONY POWER PRODUCTS Roof Beam.wbc WoodWorks® Sizer 97e Oct. 19, 2004 00:55:26 COMPANY I PROJECT Summit Structural Engineering I PO Box 813 I Donnelly, ID. 83615 I t DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ----------- ----------------- ---------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports. total length: 7.50 [ft] -------Load Combinations: ASCE 7-95 ----------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< ---------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (6.00)* No 2 Dead Full Area 15 (10.00)* No 3 Live Full Area 20 (10.00)* No *Tributary Width (ft) ----------------------------------------------- MAXIMUMREACTIONSand BEARING -LENGTHS -_-(force=lbs,-length=in)-----------_ --- ------------------------------------ I 7.50 ft I ^ ---------- ------------------- Dead I 955 955 Live I 7.50 750 Total I 1705 1705 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the -design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value .1 Analysis/Design I --------------I----------------I---------------- I ------------------ Shear fv @d = 38 Fv' = 106 fv/Fv' = 0.36 Bending(+) fb = 461 Fb' = 1687 fb/Fb' = 0.27 Live Defl'n 0.02 = <L/999 0.25 = L/360 0.09 Total Defl" n 0.05 = <L/999 0.50 = L/180 0.10 FACTORS: F CD CM Ct CL CF CV. Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 , 1.00 2 Fv' = 85 '1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 _ E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA -------------------------------------------------------------- ------------- Bending(+): LC# 2 = D+L, M = 3181 lbs -ft Shear LC# 2 = D+L, V = 1697, V@d = 1338 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to i ` the provisions of NDS Clause 4.4.1. PAGE SuNwSTRUCT[JRAL.ENGINEERING r :;;Phone:'.(208),325-81.48` Tax(208).325.4149 :P(Q,Boz,813;:270;N;Main'; cDonnelty,ID WoodWorks® Sizer for ANTHONY POWER PRODUCTS j Roof Beam.wbc Woodworks® Sizer 97e Oct 19, 2004 00:56:50 ' COMPANY I PROJECT Summit Structural Engineering I PO Box 813 Donnelly, ID. 83615 1 1 1 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 11.00 [ft) Load Combinations: ASCE 7-95 LOADS: (force -lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (2.00)- No 2 Dead Full Area 30 (12.00)* No 3 Live Full Area 16 (12.00)- No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 5.00 6.00 ft ----------I---------------------------- Dead I 698 2801 953 Live 1 331 1329 452 Total 1 1029 4129 1405 B.Length 1 1.0 1.2 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### SECTION =vs. DESIGNCODE(stress=psi= defl=c=tion=i=) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I----------------I------------------ I Shear fv @d - 49 Fv' = 106 fv/Fv' = 0.46 Bending(+) fb - 239 Fb' = 1687 fb/Fb' = 0.14 Bending(-) fb = 334 Fb' - 1687 fb/Fb' - 0.20 Live Defl'n 0.00 = <L/999 0.20 = L/360 0.02 Total Defl'n 0.01 = <L/999 0.40 = L/180 0.03 FACTORS: F CD CM== Ct= CL CF == CV =Cfu Cr LC# Fb'+= 1350 1.25 1.00 _.00 1:000 1.00 1.000 1.00 1.00 2 Fb'-=. 1350 1.25 1.00 i.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH 1.000) 2 Fcp'= '625 1.00 1.00 _ E' = 1.6 million 1.00 1.002 Custom duration factor for Live load X= 1.25 ADDITIONAL DATA Bending(+) LC# 2 = D+L, M = Bending(-): LC# 2 = D+L, M = 2303 lbs -ft' Shear : LC# 2,= D+L, V - 2167, V@d = 1697 lbs Deflection: LC# 2 D+L EI= 628.73e06 lb-in2 Total Deflection 1.00(Defln dead) + Defin_Live. (D=dead L=live S=snow W=wind I=impact C=construction) ---(All _LC_s- are -listed-in -the Analysis -output) -- ------------------- ---- DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered. Beams:.NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. . PAGE SUMMIT STRUCTURALENGINE$RWG s. ,t° Pbone „(208)'325-81,48::-Faz.(208)325-8149 ;..; P`.O. Boxt813:2ZO..•N'14tain.; :Donnelly; ID 1--.._ , �- - - --- -- Roof Beam.wbc 11 1 r WoodWorks® Sizer for ANTHONY POWER PRODUCTS Wood Works® Sizer 97e ' COMPANY - I PROJECT ering Summit Structural EngineI PO Box 813 I Donnelly, ID. 83615 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: Oct. 19, 2004 01:00:22 material:= Glulam Unbala'd lateral support: Top- full Bottom= @Supports total length: 20.00 (ft) Load Combinations: ASCE 7-95 LOADS (force=lbs, pressure-psf udl-plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I. Start End I Load -----I--------I--------------1-----------------I-----------------1-------- 1 Dead Full Area 15 (8.00)* No 2 Dead Full Area 30'.(18.50)* No 3 Live Full Area 16 (18.50)* No 4 Dead Point 2775 12.50 No 5 Live Point 1480 12.50 Yes *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length -in) 1 11.50 6.50 2.00 ft = ---------- ------------------------------------- Dead 1 3194 10850 2161 532 Live 1 1378 4861 1009 393 Total 1 4572 15711 3170 925 B.Length 1 1.4 4.7 1.0 1.0 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x15 @18.260 plf - This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I----------------I------------------I Shear fv @d = 110 Fv' = 237 fv/Fv' - 0.46' Bending(+) fb = 653 Fb' = 3000 fb/Fb' = 0.22 Bending(-) fb =. 839 Fb' = 1496 fb/Fb' = 0.56 Live Defl'n 0.02 <L/999 0.38 = L/360 0.06 Total Defl'n 0.08 = <L/999 0.77 - L/180 0.10 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1'.000 1.00 1.00 3 Fb'-- 1200 1.25 1.00 1.00 0.998 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 _ E' = 1.8 million 1.00 1.00 3 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 3 = D+L (pattern: L ), M = 10463 lbs -ft Bending(-): LC# 2 = D+L, M = 13433 lbs -ft _ Shear : LC# 2 = D+L, V =.6856, V@d = 5620 lbs Deflection: LC# 3 = D+L (pattern: L ) EI=2594.49e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span; DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity in the top'and bottom edges of the beam cross-section are recommended for continuous beams. _ 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions _ of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE SUMN11T.iSTRUCTURAL ENGINEERING v , ,::Phone:, (208) 325`-81'48 ', Fax:(208) 325'8149 ; :;P:O:'Boz 813;:270 N Main<; :,Donnelly;; ID FOUNDATION DESIGN Typical Exterior Footing DL + LL x Trib. Area = Load Roof Load 30 16 x 22 = 1012 Floor Load 12 40 x 0 = 0 Wall Load . 15 x 10 150 Total (W) 1162 Allowable Soil Pressure (q) _ 1500 psf Minimum footing width (b) = W/q = 1162 Ib / 1500 psf bmin= 9.30 in. Use 12" wide x 12" thick footing. Typical Interior Footing DL + LL Roof Load 30 Floor Load 12 Wall Load 10 Allowable Soil Pressure (q) Minimum footing width (b) = W/q x . Trib. Area = Load 16 x 27 = 1242 40X. 0= 0 x 14 140 Total (1N) 1382 = 1500 psf = 1382 Ib / 1500 psf bmin= 11.06 in. Use 12" wide x 12" thick footing. a FOUNDATION DESIGN Grade Beam Design Grade Beam Line 8 DL + LL x Trib. Area = Roof Load 18 16 x 0 = Floor Load 12 40 x 0 = Wall Load 15 x 0 Point Load. 500 Total (W) Lateral Force (V)= 4707 Ib. Height:of applied force 17 ft. Allowable Soil Pressure (q) = 1500 psf Adjusted Soil Pressure (q') 1.33*q = ..1995 psf Grade Beam Geometry b= 24". h= d= 27" toe = 7 ft heel = 7 ft Load General -Stability Check Mot = V x (H+h) _ Mr= W x toe + (b x h x (toe + heel) x toe x 150 pcf = General Stability O.K. 0 0 0 500 500 30" 91,787 ft.lb 723,800 ft.lb Soil Pressure Check q = F x (H + h) / (b*Toe/2) = 1,873 psf Allowable Soil Pressure = 1995 psf Soil Pressure O.K. Grade Beam Strength Check Ms= 80.019 ft -kip Mu= 0.75 x (1.4D + 1.7L x 1.7(1.1 E)) = 112.0266 ft -kip fc= 2500 psi fy= 60000 psi b= 24" d= 27" As= 6 x # 5 rebar = 1.84 in.^2 T= As x fy= 110443.4 Ib. a =.T/(0.85 x fc' x b) = 2.17 in. Mu'= 0.9 x (As x fy x (d -a/2)) = 214.68- ft -kip Mu'= 214.68 ft -kip > Mu = 112.03 0. K. .S.UMMIT;STRU,CTURAL;:ENGINEERING:::..:.:;, :. J.os No. 106 EAST PARK STREET . , . ; SHEET No. ` ..SU.ite.,20S'..''.(:::: CALCULATED.BY • ::.. :McCall, 10.::.,83638 CHECKED BY (20.8)..634-81:48:.:. fax 208 634-4157 :: �....... .. ........:. .:..SCALE FOUNDATION DESIGN ' Grade Beam Design Beam Line 9 Grade DL + LL x Trib. Area = Load Roof Load 18 16 x 0 = 0_ Floor Load 12 40 x 0 = 0 Wall Load 15 x 0 0 ' Point Load 1000 1000 Total (W) 1000 ' Lateral Force (V)=. 81.72 Ib. Height of applied force .17 ft. Allowable Soil Pressure (q) = 1500 psf Adjusted Soil Pressure (q') 1.33"q = 1995 psf ' Grade Beam Geometry b= 24" h= 30" d= • 27" ' toe = 9 ft heel = 9 ft General Stability Check .' Mot = V x (H+h) = 159,354 ft.lb Mr= W x toe + (b x h x (toe + heel) x toe x .150 pcf = 1,977,300 ft.lb . ' General Stability O.K. Soil. Pressure Check q = F x (H + h) / (b'Toe/2) = 1,967 psf . Allowable_ Soil Pressure = 1995.psf Soil Pressure O.K. 1 Grade Beam Strength Check Ms= 138.924 ft -kip Mu= 0.75 x 0.4D + 1.7L x 1.7(1.1 E)) = 194.4936 ft -kip fc= 2500 psi fy= 60000 psi b= 24" d= 27" As= 6 x# 6 rebar = 2.65 in.^2 T= As x fy= 159038.4 Ib. a.= T/(0.85 x fc' x b) = 3.12 in. Mu'= 0.9 x (As x fy x. (d -a/2)) = 303.45 ft -kip Mu'= 303.45 ft -kip > Mu = 194.49 O.K. SUMMIT STRUCTURAL ENGINEERING• :. ,.:.. Joe No. ' 106 EAST PARK STREET SHEET No. .'Suite..206 ;.:..::. ... ..CALCULATED BY � CHECK ED BY 1 = (208) 634 8148 fax (20.8) 634-4157, SCALE FOUNDATION DESIGN ' Grade Beam Design Grade Beam Line 12 DL + LL x Trib. Area = Load ' Roof. Load 18 16 x 0 = 0 Floor Load 12 40 x 0 = 0 1 Wall Load 15 x 0 0 Point Load 2800 2800 Total (W) 2800 ' Lateral Force (V)= 1929_ Ib. . Height of applied force. .. 14 ft. Allowable Soil Pressure (q) _ 1500 psf ' Adjusted Soil Pressure (q') 1.33*q 1995 psf Grade Beam Geometry b= 18" h= 24" d= 21'. toe = 5 ft heel = 5 ft General Stability Check ' Mot = V x (H+h) = 30,864 ft.lb Mr= W x.toe + (b x h x (toe + heel) x toe x 150 pcf = 201,500 ft.lb ' General Stability O.K. Soil Pressure Check q = F x (H +:h) / (b'Toe/2) = 1,646 psf Allowable Soil Pressure = 1995 psf ' Soil Pressure O.K. ' Grade Beam Strength Check Ms= 27.006 ft -kip Mu= 0.75 x (1.4D + 1.7L x 1.7(1.1 E)) = 37.8084 ft -kip ' _fc= 2500 psi fy= 60000 psi b= 18" 1 d= 21" As= 4 x # 5 rebar = 1.23 in."2 T= As x fy= 73628.91 Ib. a = T/(0.85 x fc' x b) = 1.92 in. Mu'= 0.9 x (As x fy x (d -a/2)) _. 110.65 ft -kip Mu'= 110.65 ft -kip > Mu = 37.808 0. K. SUMMIT, STRUCTURAL,, ENG,INEERIN.G.:<:::..; . J.oB No. 106 EAST PARK STREET SHEET N0. :S u jte.206 '®. CALCULATED BY CHECKED BY 208 ;:634 8148 fax 20.8 634:' 4157. ...SCALE General Stability Check Load Mot = V x (H+h) = Mr= W x toe +.(b x h x.(toe + heel) x toe x 150 pcf = General Stability O.K. Soil Pressure Check q = F x (H + h) / (b*Toe/2) = 592 psf Allowable Soil Pressure = 1995 psf Soil Pressure O.K. Grade Beam Strength.Check Ms= Mu= 0.75 x (1.4D + 1.7L x 1.7(1.1 E)) _ fc= 2500 psi fy= 60000 psi b= 18... d= 21 0 0 1600 1600 24" 3.33 ft -kip 4.662 ft -kip As= 4 x# 5 rebar = 1.23 in.^2 T= As x fy= 73628.91 Ib. a = T/(0.85.x fc'.x b) = 1.92 in. Mu'= . ' 0:9 x (As x fy x (d -a/2)) = 110.65 ft -kip Mu'= 110.65 ft -kip > Mu = 4.662 0. K. 3,996 ft:lb 29,100 ft.lb FOUNDATION DESIGN Grade Beam Line 13 Grade Beam Design DL + LL x Trib. Area = ' Roof Load 18 '16 x 0 = Floor Load 12 40 x 0 = ' Wall Load 15 Point Load 1600 x 0 Total (W) .' Lateral Force (V)=. 333 Ib. Height of applied force- 10 .ft. ' Allowable Soil. Pressure (q) _ 1500 psf Adjusted Soil Pressure (q') 1.33*q 1995 psf Grade Beam Geometry ' b= 18" h= d= 21" toe heel 3 ft 3 ft General Stability Check Load Mot = V x (H+h) = Mr= W x toe +.(b x h x.(toe + heel) x toe x 150 pcf = General Stability O.K. Soil Pressure Check q = F x (H + h) / (b*Toe/2) = 592 psf Allowable Soil Pressure = 1995 psf Soil Pressure O.K. Grade Beam Strength.Check Ms= Mu= 0.75 x (1.4D + 1.7L x 1.7(1.1 E)) _ fc= 2500 psi fy= 60000 psi b= 18... d= 21 0 0 1600 1600 24" 3.33 ft -kip 4.662 ft -kip As= 4 x# 5 rebar = 1.23 in.^2 T= As x fy= 73628.91 Ib. a = T/(0.85.x fc'.x b) = 1.92 in. Mu'= . ' 0:9 x (As x fy x (d -a/2)) = 110.65 ft -kip Mu'= 110.65 ft -kip > Mu = 4.662 0. K. 3,996 ft:lb 29,100 ft.lb FOUNDATION DESIGN Grade Beam Design Grade Beam Line F DL + LL x Trib. Area = Load Roof Load 18 16 x 0 = 0 Floor Load, 12 40 x 0 = 0 Wall Load 15 x 0 Point Load 2500 0 2500 Total (W) 2500 ' Lateral Force (V)=. 1619 Ib. Height of applied force' 8 ft. Allowable Soil Pressure (q) 1500 psf: Adjusted Soil Pressure (q') 1.33"q 1995 psf Grade. Beam Geometry b= 24" h= 24" d= 21" ' toe = 3 ft heel = 3 ft General Stability Check - Mot = V x (H+h) _ .16,190 ft.lb Mr = W x toe + (b x h x (toe + heel) x toe x 150 pcf = 31,800.ft.lb ' General Stability O.K. ' Soil Pressure Check q = F x (H + h) / (b`Toe/2) = 1,799. psf Allowable Soil Pressure = 1995 psf Soil Pressure O.K. Grade Beam Strength Check Ms= 12.952 ft -kip Mu= 0.75 x (1.4D + 1.7L x 1.7(1.1 E)) = 18.1328 ft -kip ' fc= 2500 psi fy= 60000 psi ' b= 24° d= 21" As= 2 x# 5 rebar = 0.61 ih.^2 T= As x fy= 36814.45 Ib. ' a = T/(0.85 x fc' x b) = 0.72 in. Mu'= 0.9 x (As.x fy x (d -a12)) = 56.99. ft -kip ' Mu'= 56.99 ft -kip > Mu = 18.133 O.K. QMMITSTRUCTUR-AL ENGINEERING:;.,.::: ;.. 106 EAST PARK STREETSHEET SUIte.265 JOB No. NO. 5-O ® CALCULATED BY ,•. ,CHECKED McCall ID -8.3...638: BY ' --' 208 :634 81.48:...: SCALE LATERAL ANALYSIS 1 SUMMIT.;STRUCTURAL:,ENGINEERING:;;,..:': , ; :.. :: JOB No. 106. EAST PARK STREET SHEET No. L- :CALCULATEDBY McCall, ID H,363H ,. CHECKED BY 208 .3.4....81 .::.. : SCALE 1997 UBC Lateral Analysis GUEST BLOCK Wind and Seismic Load Distribution Weight of Materials Roof DL .30 psf Floor DL. 12 psf Exterior Wall 15 psf Interior Wall 10 psf ' Design .Base Shear V= C I/RT x W Z= 0.4 Na _ 1 V= 0.827 x W Soil Profile Sd Nv Vmax = 2.5Ca1/R x W C = 0.704 Base C,= 0.64 Vmax = 0.244 x W Ca = 0.44 Base Ca 0.44 R. h = 20 Vmin = 0.11 Cal x W T= Ct(h,,)3/4 ' Vmin = 0.0484 x W T= 0.189 Vmin2 = 0.8ZN„ I/R x W (Seismic Zone 4.only) ' Vmin2 = 0.078 Convert Design Base Shear from Strength Design to Allowable Stress Design (1612.3.1) ' D + E/1.4 = 0.24444444 /1.4 = 0.175 V = 0.175 x W ' Design Wind Pressure (Method 2, Projected Area) P=CeCq%lw Ce = 1.13 ' Cq = 1.3 P = 18.5 psf qs =. 12.6 . Iw = 1 ^-� SUMMIT..STRUCTURAL.ENGIN,EERING.f;;: J.oe No. 106 EAST PARK STREET — SHEET NO. Suite 206 :'::. -- -CALCULATED CALCULATED BY} D Mccall, I 83 638 `- CHECKED. BY .(208):634 8148fa:x':('2:"0' 8 ' :. SCALE ) 634.-4.167 ■ Vertical Distribution of Forces ■ North - South. Direction Dead Loads Tribituary Area ' Roof 30 psf x 30 ft Exterior Wall 15 psf x 5 ft x 2 Interior Wall 10 psf x 5 ft x 1 _ ' 0.175. x Wind .. .:18.5 psf x 10 ft. _ ' East - West Direction ' Dead Loads Roof 30 psf x Tribituary.Area 37 ft Exterior Wall 15 psf x 5 ft x 2 Interior Wall 10 psf x 5 ft x 1 = ' 0.175 x Wind 18.5 psf x 10 ft. _ 900 150 50 1100 .192 Ib./ft. 185 Ib./ft. 111.0 150 50 1310 229lb./ft. 185 Ib./ft. 1 i 1997 UBC Lateral Analysis GARAGE BLOCK Wind and Seismic.Load Distribution Weight of Materials . Roof DL 30 psf Floor DL 12 .psf F Exterior Wall 15 psf Interior. -Wall 10 psf - Design' Base Shear. ' V=(C„ I/RT), x W Z= 0.4 Na = 1 V= 0.827 x W Soil Profile Sd Nv = Vmax = 2.5C,I/R x W Cv = 0.704 Base Cv= 0.64 Vmax = 0.244 x W Ca = 0.44 Base Ca 0.44 R = 4.5 h= 20 Vmin = 0.1 1Cal z W T= Ct(h„ )314 ' Vmin = 0.0484 x W T= 0.189 Vmin2 = 0.8ZN„ l/R x W (Seismic Zone 4 only) ' Vmin2 = 0.078 Convert Design Base Shear from Strength Design to Allowable Stress Design (1612.3.1) D + E/1.4 =' 0.24444444 /1.4'= 0.175 V= 0.:175xW ' V `fir✓G Vertical Distribution of Forces North - South Direction Dead Loads Tribituary Area . Roof 30 psf x 28 ft 840 ' Exterior Wall 15 psf. x 5 ft x 2 _ 150 Interior Wall 10 psf x 5 ft x 1 = '50 0.175 x '1040 182 16.1ft. 'Wind 18.5 psf x 9 ft. = 167 lb./ft. ' East -West Direction Dead Loads Tribituary Area Roof 30 psf x 58 ft = 1740 Exterior Wall 15 psf x 5 ft x. 2 150. -Interior Wall .10 psf.x 5 ft x 2 = 100 ' 0.175 x 1990 347.Ib./ft. Wind 18.5 psf x 9. ft. = 167 lb./ft. i 1997 UBC 'Lateral Analysis ENTRY BLOCK Wind and Seismic Load Distribution Weight of Materials Roof DL 30 psf Floor DL 12. psf. , Exterior Wall 15 psf , Interior Wall 10 psf Design Base Shear. V=(C„ I/RT) x W Z= 0.4 Na = 1 V= 0.827 x W Soil Profile Sd Nv Vmax = 2.5Cal/R x W Cv = 0.704 Base CV= 0.64 Vmax = 0.244 x W Ca = 0.44 Base Ca= .0.44 R = 4.5 h = 20 Vmin = 0.11Cal x W T= Ct(hn)31a Vmin = 0.0484 x W T= 0.189 Vmin2 = 0.8ZN„ I/R x W . (Seismic Zone 4 only) Vmin2 = 0.078 Convert Design Base Shear from Strength Design to Allowable Stress Design (1612.3. 1) D'+ E/1.4 = 0.24444444 /1.4 = . 0.175 V = 0.175 x W Design Wind Pressure (Method 2, Projected Area) P=c6cggslw Ce = 1.13 Cq = 1.3 P = 18.5 psf qs = 12.6 IW = 1 . . ........: . .UMMIT;;. TRUCTURAL.:ENGINEERING...`; 40B.No. ASTARK TREET SHEET NO. SUIte• 206 CALCULATED BY McCaIIID::;83.638 e CHECKED By 208...634 8148 fax 208 634-4157 1 .. ... �... ..... SCALE s Lv% Vertical Distribution of Forces ' North - South Direction. Dead Loads Tribituary Area ' Roof . 30.psf x 22 ft _ 660 Exterior Wall 15 psf x 7 ft x{ 2 210 Interior. Wall 10 psf x 7 ft x 2 = 140 ' Y 0.175 -x 1010 .176 Ib./ft. Wind 18.5 psf x .. 10 ft. = 185 Ib./ft. ' East - West Direction Dead Loads Tribituary Area } ' Roof 30 psf x 14 ft = 420 Exterior Wall 15 psf x 7 ft.x '. 2 210 Interior Wall 10 psf x 7 ft x 2. _ .140 ' 0.175 x 770 134 Ib./ft. Wind 18.5 psf x r 10 ft.. ., = 185 lb./ft. 1 SUMMIT STRUCTURAL ENGINEERING JOB No. 106: EAST PARK STREET SHEET No. :Suite 206 :::......:.:. CALCULATED BY McCall; ID:::83638 :: ��(208):634-8148 CHECKED BY .. fax (208) 634-4.157.: SCALE 1997 UBC Lateral Analysis MAIN HOUSE BLOCK Wind and Seismic Load Distribution Weight of Materials Roof DL 30 psf Floor DL 12. psf'-, Exterior Wall 15 psf Interior Wall 10 psf Design Base Shear V=(C„I/RT).x W V= 0.827 x W Vmax = 2.5Ca1/R x W Vmax = . 0.244 x W Z= 0.4 Na= 1 Soil Profile Sd Nv I- 1 C„ = 0.704. Base C„= 0.64 Ca .= 0.44 Base Ca= 0.44 R= 4.5 h. _ .. 20 Vmin 0.:11 Calx W T= Ct(hn)"4 Vmin _ 0.0484 x W T= 0.189 Vmin2 = 0.8ZN„ I/R x W (Seismic Zone 4 only) ;Vmin2 = 0.078 Convert Design Base Shear from Strength Design to Allowable Stress Design (1612:3.1) D +. E/1 -A 0.24444444 /1.4 = . 0.175 V = .0.175 x W Design Wind Pressure (Method 2, Projected Area) P=CeCggslw Ce = 1.13 Cq = 1.3 P = 18.5 psf qs = 12.6 Iw = 1 S.UMMIT;:STRUCTURAL.: ENGINEERING.�`.' .: J.oB No. .106 EAST PARK STREET SHEET NO. Suite..206.:..>:: CALCULATED BY '-. Mccall,:>:8.3.63H 'CHECKED BY 208 1;.48::..:: fax :20.8 ::6.3.4-4157 ::.> ;:: : ....SCALE .............:.......:.. (..:. ) .......... 1 (1A C- V 1 Vertical Distribution of Forces North - South Direction Dead Loads p Tribituary Area ' ' Roof 30 psf x 90 ft 2700 Exterior Wall .15 psf x 8.5 ft x 2 255 Interior Wall 10 psf.x 5 ft x 3 = 150 1 0.175 x 3105 542 Ib./ft: Wind 1.8.5 psf x . 12 ft. _ . 222 Ib./ft. . , East - West Direction Dead Loads Roof 30 ,psf x T•ribituary Area 75. ft _ 2250 ' Exterior Wall ' 15. psf x 8.5 .ft x 2 - 255 Interior Wall . ' 10 psf X. 5 ft x 3 = 150 0.175 x 2655 464 Ib./ft. Wind .18.5 psf x 12 ft. = 222 Ib./ft. 1 SUMMIT STRUCTURAL :ENGINEERING, 40B ' 106: EASTPARK STREET Suite,.20fi .No. SHEET NO.' ..;::...:::... :..:.::..::::...., ;..::...:..,.. . :'.•:;. CALCULATED BY 38 .;' .: CHECKED BY . 1 20.0..634 8.148 fax 208 634-41.57 :; �) SCALE 1 1� 1 1997 UBC Lateral Analysis .Rho Calculations:_ The redundancy/reliability factor, p, was added to the 1997 UBC to encourage structural engineers to provide a reasonable number and distribution of lateral force resisting elements. For simple box type structures, the formulas that the code provides for p and rmax are easy to use, and seem at first glance, to provide some correlation to the reliability/redundancy of the entire structure. However, for structures which have more complicated geometry, i.e. multiple blocks, holes in the diaphragm, discontinuities, etc. the rho factor . calculations.can become very cumbersome. shear wall a L,N x b a = trib. depth b = width of block X = width trib. to shear wall L.„ =length of shear wall rmax = (Vmax * 10/Lw)/Vt.taI p = 2 - 20/(rmax *(A 9)" 112) _ p = 2 - 2((b^ U21a„ 112)(L IX)] Additionally, _ Additionally, an Iterative process is often required as partof the shear wall calculations. This adds greatly to the.number of calculations required to provide a complete lateral analysis, which adds to the complexity, which increases the possibility of error. For this reason, the rho equation was analyzed to determine if a simpler format could be utilized, to minimize the complexity of the calculations. Simplified rho Summary Seismic load is directly related to.building mass. Building mass is directly related to building geometry. For the simplification described below, we will use both the generic mathematical building model as shown above, and a numerical example, which. may be easier to follow. Before starting, lets look at a typical one story structure; a house with dimensions of a = 30' x b = 60' with a concrete tile roof, and average sized rooms of approximately 15' each, stucco exterior walls (15 psf dead load) and drywall interior walls (10 psf DL). Depending on the roof dead load (usually taken as 18 psf-for concrete tile roof) and the plate height, assuming standard default seismic factors, R=4.5, Z=0.4, >15K from active fault, Sd soil profile, etc., we usually get an adjusted acceleration factor of approximately 20% (0.20) of the building dead load. Having calculated hundreds of one story houses, the typical lateral force usually ranges from 4 psf to 5 psf. Frequently, when performing preliminary calculations, we use 5 psf lateral load to check shear wall locations and lengths, based on seismic loading (wind loading must also be considered, but this is a separate, simple, calculation). SUMMIT, STRUCTURAL. ENGINEERING. ,. 106EAST.PARK STREET Suit' McCall, ID 8.3638. i (208);.634.8.148 fax (208) 634-4157.: JOB No. .. SHEET No. L-10 CALCULATED BY CHECKED BY SCALE 11 1 1 11 1997 UBC Lateral Analysis. Rho- Calculations.<Continued.:. Numerical Proof Starting with the numerical model, and the base rho equations listed below, we have: p = 2 - 20/[rma. x (AB )A112.] with rmax = Vw,, Nst,,y x 10/Lwan ' Substituting rmax into the rho equation we have: p. = 2- 20 x V-11-., x L,,, H 10 Vwall (AX 112 Since seismic load is a function of geometry, and using a constant seismic factor for the house (or block/level, which ever the case may be - it is still a constant) we see that: Vst,,ry = a x b x (factor) where factor is a constant (5 psf good estimate for the simple house specified above). Vwal, = X x a x (factor) Ab=axb Substituting the expanded equations listed above back into the rho equation we get: p=.2 - 2 x (a)(b)(factor) x L„a„ (a)(X)(factor) [(a)(b)]^112 Remembering back to algebra (its hard, I know!), when one has a square root in the denominator, it is like a (number)^ -1/2 in the numerator, so to simplify, one can subtract the denominator from the numerator. Also remember that [(a)(b)]^112 is equivalent to (a)^112 x (b)w2 Simplifying the equation above, the [(a)(b)]^112 cancels with the (a)(b)(factor) above leaving [(a)(b)]^t/2 x (factor) which is the same as (a)^112 x (b)^112 x (factor) Also, the (factor) components cancel. Last, .the positive (a)^112 on the top cancels with the (a) on the bottom, (subtract exponents) leaving a (a)^112 on the bottom. The simplified form of the equation is listed below. p =2=2 x b "112 x L au (a)"112 . X The first half of the equation is filled with constants, as "a" and "b" are constant, being governed by the building or block geometry. With this simplified form of the rho equation, we can quickly run rho calculations to get a feel for the purpose of this "redundancy/reliability" factor. UIlAMIT;STRIJCTU.RAL ENGINEERING Joa No. 1.06 EAS.T...PARK STREET ': ;.. SHEET No. �[ .® 8ulte..2U6 CALCULATED BY McCall, ID :83638. CHECKED BY 0).63481828 .0.864-4157 .(.. :.CALE 1997 UBC Lateral Analysis Rho Calculati.dns'.Cbhti.nudd Conclusion One can quickly determine, by running a series of tests, with various geometries and shear wall layouts, that rho is not directly related to unit shear load in the shear wall: Further, it not related to redundant type shear wall layouts, where parallel shear.walls in adjacent lines may, ' during an. "element over -stress (plastic)" type seismic situation, provide a little redundancy at the subject shear line. Lastly, it has nothing to do with a shear wall :length of 10', as is commonly assumed, as one can have a small length of wall, as long as the tributary Iwidth (X) is also small. Rather, it seems to be using -what I will call the "average len th [(a)(b)]^1/2 - as the average mass". multiplied by (X), the tributary width. Rho calculations are provided on the following page, using the simplified formula, to satisfy the UBC requirements. We recommend, the.plan checker, ' upon completion of this great plan check, try both the "long" and "short" rho equations, withIseveral building geometries and shear wall configurations (square building, rectangular building, shear walls at ends only, multiple interior shear walls, and some typical realistic buildings). and come -up with his or her own conclusions regarding.the rho factor. Remember that (a) and (b) change, depending on what direction of loading the building is ' experiencing. Flip (a) and (b) when switching from a longitudinal to a transverse load. Sample Calculation Given: a = 30' b.= 60' X = 30' Lw = 15' (note wall unit shear = 4500/15'= 300 Ib/ft.) ' Long Equation (Ab )A112 = [(30)(fi0)]^o.s = 42.43 ft. Vmax = (5 psf)(30')(30') = 4500 Ib. Vstory = (5 psf)(30')(60') = 9000 Ib. ' rmax = V -,,&.x 10 Vstory Lw rmax = (4500)(10)/(9000)(15') = 0.3333 ^1/2 p = 2 - 20/(rmax)((Ab)) p = 2 - 20/(0.333)(42.43) = 0.59 1997 UBC Lateral Analysis Rho .Calc.ulations .Block House Shear Line = 8 a = 90 ft. Block Garage ' ft. .::.Shear Line = a = F 58 ft. :b= 28.0:ft. IW =. .5.5 ft. ' x= 125 ft. p = 2 - 2((bA1121a^112)(1W/X)] _ 1.39 .Block House Shear Line = 8 a = 90 ft. .b = 75.0 ft. IW ft. . x = 17A P = 2 -.2((b^ 1121aA112)(1W/z)] _ Block Guest Shear Line = 1 a = 30 ft. b=.37.0 ft. IW _8 ft. X = 10ft. p = 2 - 2((b^ 1/2/a„ 112)(IW7X)] _ Pam -1 R shear wall a IW Y b a = trib. depth b =width of block x = width trib. to shear wall IH, = length of shear wall Amax = (Vmax 10/IW)/Vtotai p = 2 ' 201(r..., `(A e)^ 112) = p.= 2 - 2((b^1/21a^1/2)(1 w/X)] _ Block House Shear Line = H a = 75 ft. b = 90.0 ft. . IW = 19.33 ft. X = 16 ft. 0.82 p = 2 - 2j(bA vela„ 112)(1 IX)] _ -0.65 Block. Guest Shear Line = B a = 37 ft. b= 30.0 ft. IW = 18.5 ft. X = 15 ft. 0.22 p = 2 - 2((b" 1121a„ 112)(IW/X)] _ -0.22 _477 _ SUMMIT STRUCTURAL, ENGINEERING JOB No. SHEET No. L—I 3 .CALCULATED BY CHECKED BY SCALE r ° Lateral Analysis 1 Shear Wall Line 1 Roof level Guest Block L= 8. V = 192 rQ1 = 192 Ib/ft x 201 2 = 1920• Load From Side 0 Ib/ft x 0/ 2. = 0 Additional Load 0 0 Total Load 1920 1 Unit Shear = 1920 / 8' ft. = 240 Ib./ft. ' Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. 3/8" Plywd. CDX w/:8d @ 4/4/12 + G`7 ) C. ZO 5 .(le )IC 88of _ ' Overturning:Check UV . s T.6t 3 G Li 14 r h 10 Unit Shear= 240 1 Dead Load . Tribituary Load x Arm2/,, Mr Roof/Clg Load 30 psf x . 4 = 120 14 11760 Wall Load 15 psf x 10 _ 150 1.4 14700 Floor Load. 12 psf x 0 = 0 14 0 . Additional Pt. D.L. 0 0 14 0 rMot Mr = 26460 = 240 plf x 14 x" 10 = 33600 Tup = (Mot -.:85 x Mr) / 14 ft'- 0.33 ft. T= 813 rUse HTT16 Cap. = 3480 Ib. SUMMIT,;.STRUCTURAL. ENGINEERING;;.: Joe No. r 106 EAST PARK STREET SHEET No. LALA Suite.,206 .:. CALCULATED BY McCaII, ID H303S:::::':::'>::`:: '' :. `: .:` .:";; ;:; :::,, .,. CHECKED BY .634.8.148 fax 2.0.8 6.34.-4157.: SCALE • 1 1 1 i i Lateral Analysis Shear Wall Line 2 Roof level Guest Block L= 20.5 V=. .192. Q.1 = ..192 .Ib/ft x 37.P 2 = 3552 Load From Side .0 Ib/ft x .0/ .2 . = 0 Additional Load. 0 0 Total Load , 3552 Unit Shear = 3552 / 20.5.ft. = 173 Ib:/ft. t Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 4/4/12 F Overturn ing,Check Li 9.5 h -10 .Unit Shear = 173 Dead Load Tribituary Load x ArM2/2 Mr Roof/Clg Load 30 psf x 2 ,. = 60 9.5 2707.5' Wall Load 10 psf x 10 = '100 9.5 4512.5 Floor Load 12 psf x 0 = 0 9.5 0 Additional Pt. D.L. 0 0 9.5 0 Mr = 7220, Mot = 173 plf x 9.5 x' 10 = 16460 Tup = (Mot -.85 x Mr) /. 9.5 ft - 0.33 ft. T= 1126 Use HTT16 Cap. = 3480 Ib. SU.MMIT:STRUCTU.RAL ENGINEERIN.G:;;.:; •. . _ 0B No. 106 ST.:PARK STREET SH�S SHEET No ' ;Suite,.206 CALCULATED BY '.� McCall, JD 83638: CHECKED BY 208.634 8148. fax 208 634:-4157.::.... ..................l. )....4. : SCALE Use. HTT16 Cap. = 3480 Ib. 1 Lateral Analysis Shear Wall Line S 3 Roof .level Guest Block .. ' L= .12 ,V= 192 . ' Q1 = 192 Ib/ft x' 18 / 2 = 1728 Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load . 0 + 0 Total Load 1728 Unit Shear = 1728 / 12 ft. = 144 IbJft. 1 ! Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. ..3/9" Plywd. CDX w/ 8d @ 4/4/12 ' Overturning Check Li 5.5 ' h 10 Unit Shear = 144 ' Dead Load Tribituary Load x ArM2/,, Mr Roof/Clg Load 30 psf x 6 = 180 5.5 2722.5 ' Wall Load Floor Load 15 psf x 12 psf x 10 0 150 0 5.5 5.5 2268.75 0 • Additional Pt D.L. 0 0 5.5 0, -Mr = 4991.25 Mot = 14.4 plf x , 5.5 x 10 7920 Tup = (Mot. -.85 x Mr) /. 5.5 ft - 0.33 ft. T = 711 Use. HTT16 Cap. = 3480 Ib. Lateral Analysis ' Shear Wall Line . .4 Roof level Entry Block' L= 10 V = 185 ' Q1 = 185 Ib/ft x .14/ 2 = .1295 Load From Side 0 Ib/ft x 0/ 2 .0 Additional Load 0 0 Total Load 1295 . Unit Shear = 1295 / 10 ft. = 130 Ib./ft. Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. 1 3/8" Plywd. CDX w/ 8d @ 4/4/12 . ISI p+C ' Overturning Check ��n< i C�tc l S �cv- �p �Jh� hl 10 Unit Shear = .130 ' Dead: Load Tribituary Load x ArM2/� Mr Roof/Clg Load 30 psf x 9 = 270 13 22815 ' Wall Load' 15 psf x 10 = 150 13 12675 Floor Load 12 psf x 0 = 0 .13 0 Additional Pt. D.L. 0.. 0 '13 0 Mr = 35490 Mot = 130. plf .x 13 x' 10 = . 16835 1 F Tup = (Mot -.85 x Mr) / 13 ft - 0.33 ft. T = -1052 ' Standard A.B. adequate No Holdown Required 1 UMMIT.:STRUCTURAL;:EN.GINEERING:<:;.::: '' Joe No. ' 106 EAST,PARK STREET SHEET No. l� Suite 208: AL Y -. McCa1I, ID:%8.3..638.:.: CHECI(ED BY 1 (....) (...:.. ):....... 208..:6.34-8.1;48:. fax. .2.0.8 .634-415.7.:;::::::::::.::::`.. SCALE 1 1 1 1 1 1 Lateral Analysis Shear Wall Line 5 Roof level Entry Block L= 10 V_ 185 Q1 = 185 .Ib/ft x j 14 ./� 2 = 1295 Load From Side.. 0 Ib/ft x 0/ 2 . = 0 Additional Load 0 0 Total Load 1295 Unit Shear = 1295 / 10 ft. = 130 Ib./ft. Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft.' 3/8" Plywd. C. DX w/ 8d @ 4/4/12 . Overturning Check Li h 13 10 (ni S «I S r Unit Shear 130 = Dead Load Tribituary Load .x Arm2/,, Mr Roof/Clg Load 30 psf x 9. = 270 13 22815 Wall Load 15 psf x 10 = 150 13 12675 Floor Load 12 psf x 0 = 0 13 .0 Additional.Pt. D.L. 0 0 13 0 Mr = 35490. 1 ar Lateral Analysis ' Shear Wall Line 6 Roof level Garage Block L= 22 V = 182 ' Q1 = 182 Ib/ft x 40/ 2 3640 a f Load From Side 176 Ib/ft x 14' / 2 = .1232 Vi'tt� �JVI-� Additional Load 0 0�� Total Load ' 4872 1` Unit Shear = 4872 / 22 ft. = 221 Ib./ft. 1 Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. 1 318" Plywd. CDX w/ 8d.@ 4/4/12 ' Overturning Check " Li 11 ; h 10 Unit Shear = 221 Dead. Load Tribituary Load x Arm2/� Mr Roof/Clg Load 30 psf x 4 = 120 11 7260. ' Wall Load 15 psf x 10 = 150 •11 9075 Floor Load 12 psf x '.0 = 0 11 0 Additional Pt. D.L. 0 0 11 0 Mr = 16335 'mot .= 221 plf x— 11 x 10 = 24360 . Tup = (Mot -.85 x Mr) / 11 ft - 0.33 ft. T = 982 4 Use HTT16 Cap. = 3480 Ib. . • f SUMMIT STRUCTURAL ENGINEERING;J.oe ' •No. 106 EAST PARK STREET SHEET No LL—( ;Suite..206 ---- - .,CALCULATED BY McCall; ID<:8.3638....; :::.:;:`•s:<`:';.< : ::. ' : CHECKED BY 208.:.6:34-81;48:::::::fax::. 20.8),6344 57...:.::....:.SCALE Lateral Analysis Shear Wall Lirie 7 Roof level Garage Block ' L= 21.5 V = .182 ' Q1 = 1.82 Ib/ft x 57 / . 2 = 5187. V�c-'X Load From Side 176 Ib/ft x 14/ 2 = 1232 Additional Load 0 s 0 Total Load 6419 Unit Shear = 6419 I 21.5 ft. = 299 Ib./ft. 1 Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 4/4/12 i Overturning Check . Li 5.5 : h '10 Unit Shear = 299 Dead Load Tribituary Load x Arm2/, Mr Roof/Clg Load 30. psf x 2 = 60 5.5 . 907.5 Wall Load 15 psf x 10 _ 150 5.5 2268.75 ' Floor Load 12 psf x 0 0 5.5 0 Additional Pt. D.L. 0 .0 5.5 0 ' Mr = 3.176.25. rx Mot = 299 plf 5.5 x 10 = 16421 :.' Tup = (Mot -.85 x Mr) / 5.5 ft, 0.33 ft. T = 2654 ' Use HTT16 Cap. = 3480 Ib. SUMMIT<.STRUCTURAL;;ENGI,N,EERING :; .:: JOB No. ' 106 EAST PARK STREET SHEET NO._L� �b S u tte..206 ....... ... :::.....::.::.. :. :. CALCULATED BY MCCaIIy.ID.:83638:.:::` CHECKED BY ' (20.8) .634 8148 fax (208) 634:4157 .SCALE ■ 1 1 1 1 1 1 1 1 1 Lateral Analysis Shear Wall Line 8 . Roof level Main House -Block. V = .542 Q1 542 lb/ft x 17/ 2= Load' From Side . 1,82. lb/ft x 16/ 2 . Additional Load .0 Total Load Unit Shear = Overturning Check Li h Unit Shear = Roof/Clg Load Wall Load Floor_Load Additional Pt. D.L. Mot = Tup = 4607 1456 .0 6063 . 6063 / 11 ft. = 551 Ib./ft. Use Shear Wall Schedule No. 2 . Capacity = 640 lb./ft. 3/8 Plywd. CDX w/ 8d @ 2/2/12 '07 S tee_( lw� K (or- j @ l 10C9 10 551 Use HTT22 Cap. = 5250 Ib. x Arm2/d Mr 11 3630 11 Dead Load Tribitua.ry' Load 30 psf x 2 = 60 15 psf x 10 = 150 12 psf x 0 = 0 0 0 551 pif x 11 x 10 = (Mot -.85 x Mr) / 11 ft- 0.33 ft. Use HTT22 Cap. = 5250 Ib. x Arm2/d Mr 11 3630 11 5075 .1 1 0 11 0 Mr = 12705 60630 T= 4670 Lateral Analysis Shear Wall Line 8 Roof level Main House Block L= 2 V. 1108 Q1.• 1108"Iti/ft z 17 l' 2 = 9418-- Load 41 .:.Load From Side, .0 Ib/ft x 0 / 2 = .0 Additional Load 0 0 .Total Load 9418 Unit Shear = 9418 / 2 ft. = 4709 Ib./ft. Use steel moment column per plan. See calculations on following pages. 9 Vzr cl /► e7 SUMMIT,;STRUCTURAL :EN..GINEERING. ;.: ..> . •.::' : J.os No. 106 EAST PARK STREET SHEET No. :Suite ..206:..: :<: >' `, :':: >':;:.';. CALCULATED BY CHECKED BY 208:,634.8.148 fax 208 634.157..; SCALE 1 1 1 1 1 FASTFRAME Two -Dimensional Static Frame Analysis Version 1.11 Copyright (C).1988,89 ENERCALC SOFTWARE ------------ Project Client I No. op Date *********** -------------- ---------------- 2 Nodes 1 Nodal Loads 1. Beams 0 Beam Point Loads 1 Load Cases 0 Beam ---------------- Distrib. Loads Prepared By ' SUMMIT STRUCTURAL,ENGINEERS. ' 2283 FIFTH STREET LA VERNE, CA 91750 (909) 596-0842 PHONE PAGE L) 3 P SUMMIT STRUCTURAL ENG[NEER[NG" ;?. ;v Phorie (208) 634`,8148: sFax (208} 633.-41;57.y� 1 ,._ r 106E treeC $te: 206, McCall 'ID 1 1 t 1 1 1= - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - NODAL DATA I Global Default Temperature = 0.00 ------------------------------------------------------------------------- NODE Coordinates Boundary Restraints Node LABEL X Y X-dof. Y-dof. Z-dof Temp ---------- --------- (ft) --------- --- (0,l,2,in,K-in,radians)-- - (F)--- 1 0 0 1 1 1 0 2 0 17 0 BEAM DATA Beam PropertyEnd Releases Beam Definition- Label I -end 'J -end BEAM Length I -node J -node -or- Tag. x y z I x y z LABEL (ft) --------------------------- --------------------------------------------- 2 _. 2 I 1 I I I 1 117.000 ---------------------- BEAM STRESS CHECK DATA BEAM Unbraced Length's K:Length Factors Bending Coeff 2nd LABEL Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? ---------- -------- (ft) ------- ------------------ ------------- -------- Default Beam Length 1 1 1 1 No BEAM PROPERTIES ---------------------------------------- AISC/Other Area Inertia Elastic Weight Coef. of Fy Y -Y Property SECTION I-xx Modulus Density Therm Ex Axis TagPROP LABEL--(in"2)- (in^4) (Ksi) (K/ft"3). (/100F) Flag ---------------------------------------- ----------- 1 I Default 29000 0.4896 0.00065 36 TS12x6x3/8112:6000 228 ----------------------------------------------------------------- NODAL LOAD DATA ------------------------------------------------------------------------- NODE I Nodal Loads (K,K-ft)I Load Case Factors LABEL Global X Global Y Moment 1 2 3 4 5 ------------------------------------------------------------------------ 2 I 4.709 0.5 'I 1 PAGE — ' SUMMIT.STRUCTU.RAtENGI ERING> : r �::. Phone; ".(208)'.325-8148,; . Faz (208),325-8149 Mam ; ,;Donnelly, ID - - - - - - - - - - - - - - - - - - - - - - - - - - - - ----- - - - - - - - - - - - - --------------------------- LOAD -------------------------- LOAD COMBINATION DATA 1 ---------------=-----------------------`--------------------------------- Combination IRunl Stress I Load Case','Multi tiers l Factors Y -Load Description- ? Increase 1 2 3 4 5 Xgrav Ygrav Flag -i--------------------------------------------------------------- Default 1 1.33 1 f -1 2. 4• 5: 6.: 1 8: 9: 10: ' 11: 12:' 13---------------------------------------------------------------------- ------------------------------------------------------------------------ NODAL DISPLACEMENTS AND SPRING/SUPPORT REACTIONS ----------------------------------------------------------------=------- ' NODEI Load I Displacements (in, rad) I Reactions. (k,k-ft) LABEL Comb. X Y' Rotation X Y Rotation ----------------------------------------- ; 1 0.000 -0.000 -8E-13 -4.71 0.23 80.05 '2 I 1 I 2.015 0.000 -0.0148 l 0.00 0.00 0.00 ---------------------------------------7-------------------------------- BEAM END FORCES 7 ------------------------------------------------------------------------ BEAM lComb.1 Load....... I Node End......... ....... J Node End ........ . LABEL. Axial Shear Moment. Axial Shear Moment --------------------(K)-----(K)----(K-ft,)--- --- (K) ------ (K)----.,(K-ft)'-- 1 I 1 I 0.228 4.709 80.053 0.500 -4.709 -0.000 ------------------------------=----------------------------------------- AISC UNITY CHECK RESULTS BEAM. Load Overall . 'I' Center Points 'J' -LABEL --_-.I _Comb. I Maximum I Node 1/4 1/2 3/4 Node --------------------------------------=----------------- 1 1 0. 801 * I 0.801 I 0 . 600 0 . 40.0 0.,201 0.001 PAGE 1 ' SUMMIT STRUCTURAL ENGINEERING.. Phone: (208) 325-8148 • Fax (208) 325-8149 P.0-13&813,27019. Main, .Donnelly, ID. 0 Lateral Analysis Shear Wall Line 9 Roof level Main House Block L= 28 V-= 542 Q1'=' -.542 Ib/ft x 59/ .2 = 15989 Load From Side .0 Ib/ft x 0/ 2 = 0 Additional Load 0 0 Total Load 15989 Unit Shear = 15989 / 28 ft. = 571 Ib./ft. Use Shear Wall Schedule No. 2 Capacity = 640 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 2/2/12 Node 1-(�-- Overturning Check �(^ Li 11 h. 10 Unit Shear = 571 Dead Load Tribituary Load x ArM2/2 Mr Roof/Clg Load 30 psf x 12 = 360 *11 21780 Wall. Load 15 psf x 10 150 11 9075 Floor Load 12 psf x 0 = 0 11 0 Additional Pt. D.L. 0 0 11 0 Mr = 30855 Mot = 571 plf x 11 x 10 = 62814 Tup = (mot., .85 x Mr) / 11 ft- 0.33 ft. T = 3429. Lateral Analysis Shear Wall Line L V_. Q1 = Load From Side, Additional Load Unit Shear = 9 Roof level 2 554 . 554 Ib/ft x 0 Ib/ft x 0 16343 / Main House Block 59/ 2 = 0V 2 = Total Load Use steel moment column per plan. See calculations on following pages. 16343 0 0 .,16343 .8172 Ib./ft. 1 FASTFRAME Two-Dimensional`Static Frame Analysis E Version 1.11 Copyright (C): 1988,89 ENERCALC SOFTWARE: --------------- Project Client r xa No. i Date *********** 5 • ' -------.------------ ----.I-------- --7-------------------------- . ■ 2 Nodes 1 Nodal Loads 1 Beams I 0 Beam Point Loads 1 - ------ Load Cases 0 Beam Distrib. Loads ------------------------7 ------------------------------ ---- -- ----- -----------Prepared, Prepared,By SUMMIT STRUCTURAL ENGINEERS • 4 r 2283 FIFTH.STREET LA.VERNE, CA 91750 (909) 596-0842 PHONE c/ PAGE L�� ' SUMMIT. STRUCTURAL ENGINEERING.,;," �Phone'.::(208)325.4148 Fm (208)'325-8149= P.O. Box 813, 270 N. Main., Donnelly, ID C 9 - ----------------------------- ---------------------------------------7-------------------------------- NODAL DATA I Global Default Temperature = 0.•00 NODE Coordinates Boundary Restraints Node I LABEL X Y X-dof Y-dof Z-dof Temp.. ---------- --------- (ft) ------------- (0,1,2,in,K-in,radians)-- ---(F)--- ' 1 2 0 0 0 17 1 1 ] 0 0 ----------------------- BEAM DATA . Beam ----------------------.--------------------------- Property End Releases =Beam Definition Label I -end , J -end BEAM Length I -node. ---------------------------------------------------------------7-------- J -node -or- Tag. x y z I x y z LABEL (ft) 1 - 2 I 1 I 'I I 1 117.000 --------------=------------------------=-------------------------------- BEAM ---------------------------BEAM STRESS ---------------------------------------------7-------------------------- -CHECK DATA BEAM Unbraced Lengths .'K:Length Factors Bending Coeff 2nd 1 LABEL. Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? ---------- -------- (ft) ------- ----- -------- ------------- -------- Default Beam. Length 1 1 1 1 No BEAM.PROPERTIES ------------------=--------------------- AISC/Other Area ------------------------------- Inertia Elastic Weight Coef. of Fy Y -Y Property SECTION I-xx Modulus.Density.Therm Ex Axis Tag ---------------- PROP LABEL (in^2) =-------- (in^4) (Ksi) (K/ft^3) (/100F) Flag Default ------- ------- ----------------------------- 29+000 0.4896 0.00065 36 2 TS12x6x3/8 12.6000 228. 3 TS12x6xl/2 16.3999 28.7 . 1 TS14x6xl/2 18.3999 426 ' 4 TS14x6x3/8 14.1000 337 ' ------------------- ----------------------------------------------------- NODAL LOAD DATA NODENodal Loads I ------------------------------------------ (K,K-ft) Load Case Factors., LABEL ------------------------------------------------------------------------ Global X. Global Y Momentl. 1 2 3 4 5 2' 8.172 PAGE L-30 -=-- 'SUMMIT, STRUGTURAI ENGINEERING'-:Phon6.,(208)325:81.48. Fax (208)'3254149'• P:O. Boz:813; 270 N. Main, Donnelly, M r - r ________________________________________________________________ LOAD COMBINATION DATA r ------------------------------------------- _____________________________ Combination Runl Stress Load Case Multi leers Factors Y -Load Description I? Increase I 1 .2 3 '4 5 i Xgrav Ygrav Flag r ---------------------------------------=-------------- 1: Default 1 1.33 1 ------------------ -1 2: 3: ' 4: 5: 6: 8: 9: 10: 11: 12: ' 13.---------------------------------------------------------------------- ------------- --------------------------'-------------------------------- r NODAL -----------------------------------------------------------------=------ DISPLACEMENTS AND SPRING/SUPPORT REACTIONS NODE I Load I Displacements (in,'rad) Reactions (k,k-ft) LABEL ----------------------------------------------=------------------------- Comb. X Y Rotation I X Y Rotation r.92 2 I l I 1.802 0.000 -010137 I 0.00 0.00 130.00 ' ------------------------------------------------------------------------ BEAM- EAM END FORCES --------------------------------------- .BEAM lComb LABEL Load . --------------------------------- I....... I Node End ..*.. Axial Shear Moment ... * J Node End Axial Shear .. Moment --------------------(K)-----(K)----(K'-ft)--- ---(K)------(K)----(K-ft)-- 1 1 0.064 8.172 138.924 1.000 -8.172 -0.000 1 I I ' ------------------ ----------------------------------------,-------------------------------- ------=------------------------------------------ AISC UNITY CHECK RESULTS BEAM Load Overall 1 r PAGE L-31 SUMMIT STRUCTURAL ENGINEERING ' . Phone: '(208) 325-8148 Fax (208), 325-8149 P.O. Boz _813, 270 N.. Main , Donnelly, ID a Lateral. Analysis Shear Wall Line' 10 Main House Block. Roof level ' Y L= 47 V _ 542 . ' 55 / 2 = 14905 Q 1. _ 542 I b/ft. x , Load From Side .0 lb/ft)( 0/ .2 = 0 Additional Load 0 0 Total Load 14905 r Unit Shear = 14905. / 47 ft. = 317 Ib./ft. • Use Shear Wall Schedule No. 2 Capacity = 640 Ib./ft. 318" Plywd..CDX w/ 8d.@.2/2/.12 ' Overturning Check Li 8 h 14 Unit Shear•= 317 . Dead Load Tribituary Load x Arm2/,, Mr Roof/Clg Load 30 psf x 2 _ 60 8 1920 Wall Load 10 psf x 14 _ ' 140 8 4480, Floor Load 12 psf x 0 0 8 0' Additional Pt. D.L.' 0 0 8 0 ' M r = 6400 Mot = 317 plf x 8 x 14 = 35518- Tup = (Mot -.85 x Mr) I 8 ft - 0.33 ft. T = 3922 1 Use PHD8 Cap. = 6730 Ib. .-SUMMITS ........AL, ENGINEERING :.:.:: ...: . .:. .: . " 1 406 EAST PARK STREET SHEET No._ � �.® $U.Ite,.206 >.:::;:;;..`:;::::.;:::':`;> •,::;r ::: CALCULATED BY McCall, ID 83638 CHECKED BY milli�� (208) ,.634 8148 :fax (208)::SCALE Lateral Analysis Shear Wall Line 11 Roof level Main House Block 420 L= 5 0 = 0 V = .542 �- P% i2 ! nn � c9 G P� ��:� 4s 5 ft- 0.33 ft. Q1 = .542.Ib/ft x 11 / 2 = 2981 Load From Side 0 Ib/ft x 0/ 2 = 0 aLt Additional Load 0 0 Total Load .2981 Unit Shear = 2981 / 5 ft. = 596 lb./ft. Use Shear Wall Schedule No. 2 Capacity = 640 Ib./ft. 318 Plywd.. CDX w/ 8d @ 2/2/12 Overturning Check Li 5 h 10 Unit Shear = 596 Dead Load 30 psf x 15 psf x 12 psf x 0 Roof/Clg load - Wall Load Floor Load Additional Pt. D.L. Mot = Tup = 596 plf x (Mot -.85 x Mr) / Tribituary Load 14 = 420 10 = 150 0 = 0 0 5x 10 = 5 ft- 0.33 ft. Use PHD8 Cap. = 6730 Ib. x Army/, Mr 5 5250 5 1875 5 0 5 0 Mr = 7125 .29810 T= 5086 Lateral Analysis Shear Wall Line 12 Roof level Main House'Block L= 2 V = 406 Q1 = 406 Ib/ft x 19 / 2 = 3857 . Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load 0 .0 Total Load 3857 Unit Shear = 3857 / .2 ft. = 1.929 Ib./ft. Use steel moment column per plan. See calculations on following pages. YL -uk �- 1=f 1 FASTFRAME Two -Dimensional Static Frame Analysis Version 1:11 Copyright (C) 1988,89 ENERCALC SOFTWARE. Project I Client No. 1 Date --------------------------------------------------------------- S �dlvw•, -L 2 Nodes 1 Nodal Loads ' 1 Beams, 0 Beam Point Loads 1 Load Cases 0 Beam Distrib.: Loads i________________-------------- ______________________ Prepared By SUMMIT STRUCTURAL ENGINEERS 1 2281 FIFTH STREET LA VERNE; CA 91750 1 ( 909) 59.6-0842 PHONE --' PAGE SUMMIT STRUCTURAL ENGINEERING_. Prue:, (208)325'-8148: Fax(268)325-8149 P.O. Box _811,270 N. Main.,, Donnelly, [D ---------------------------------------=-----=-------------------------- BEAM STRESS CHECK DATA ------------------------------------------------------------------------ BEAM Unbraced Lengths K:Length'Factors Bending Coeff 2nd ' LABEL Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? ------------------(ft)---------------------------------------------- Default Beam Length.. 1 1 1 1 No 1 - aBEAM PROPERTIES AISC/Other Area Inertia El stic Weight Coef. of Fy Y -Y Property SECTION I-xx Modulus Density Therm Ex Axis Tag PROP LABEL (in -2) (in"4) (Ksi) (K/ft^3) (/100F) Flag --------------------------------------------------------------------- Default 29000 0.4896 0.00065 36 2 TS12x6x3/8 12.6000 228 1 TS10x6x1/4 7?59000 103 ----------------------------------------------------7--------------- I ---- NODAL LOAD • DATA NODE INodal Loads. (K,K-ft) ,I Load Case Factors Global obal X Global Y Moment 1 2 3. 4 5 --------------------------------------`---------------------------------- ' 2 I 1.929 2.8 I 1 PAGEJZ ' SUMMIT STRUCTURAL'ENGINEERING. Phone::' (208)'325-'8148.. Fax (208) 325-8149 P:O. Box 813; 270 N. Main, Donnelly, 1D ------------------------------ NODAL --------------------------------------- DATA Global Default Temperature --------------------------------- = 0.00 NODE Coordinates Boundary Restraints Node ' LABEL X Y X-dof Y-dof Z-dof Temp ---------- ---------(ft)----=---- ---(0,,1,2,in,K-in,radians)-- ---(F)--- 1 2 0 0 0 14 1 1 1 0 0 ----------------------------- DATA Beam, -BEAM Property. ---------------------------------------- End Releases Beam Definition Label I-e.nd J -end BEAM Length ' I -node J -node ------------------------------------------------------------------------ -or- Tag x y z x y z LABEL :(ft) 1 - 2 I l( I I 1 114.000 ---------------------------------------=-----=-------------------------- BEAM STRESS CHECK DATA ------------------------------------------------------------------------ BEAM Unbraced Lengths K:Length'Factors Bending Coeff 2nd ' LABEL Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? ------------------(ft)---------------------------------------------- Default Beam Length.. 1 1 1 1 No 1 - aBEAM PROPERTIES AISC/Other Area Inertia El stic Weight Coef. of Fy Y -Y Property SECTION I-xx Modulus Density Therm Ex Axis Tag PROP LABEL (in -2) (in"4) (Ksi) (K/ft^3) (/100F) Flag --------------------------------------------------------------------- Default 29000 0.4896 0.00065 36 2 TS12x6x3/8 12.6000 228 1 TS10x6x1/4 7?59000 103 ----------------------------------------------------7--------------- I ---- NODAL LOAD • DATA NODE INodal Loads. (K,K-ft) ,I Load Case Factors Global obal X Global Y Moment 1 2 3. 4 5 --------------------------------------`---------------------------------- ' 2 I 1.929 2.8 I 1 PAGEJZ ' SUMMIT STRUCTURAL'ENGINEERING. Phone::' (208)'325-'8148.. Fax (208) 325-8149 P:O. Box 813; 270 N. Main, Donnelly, 1D 1 1 1 1 1 1 1 1 f 1 1 1 1 1 ----------------------------------------------------------------------- LOAD COMBINATION DATA Combination IRun Stress1. Load Case Multipliers I.Xgrav Factors Y -Load Description ? Increase 1 2 3 4 5 Ygrav Flag 1: Default 1 1.33 1 -1 2. 3:. . 5. 6. 7: 8: 9. 10: 11: 12: 13: t ------------------------------------------------ NODAL DISPLACEMENTS AND SPRING/SUPPORT REACTIONS NODE I Load"I Displadements.(in,'rad) Reactions (k,k-ft) LABEL ------------------------------------------------------------------------ Comb. X Y Rotation I X Y Rotation 1 I 1 I 0.000 0.000 -3E-13 -1.93 -2.44 27.01 2 1 1.021 0.002 -0.0091 I 0.00 0.00 0.00 BEAM END FORCES ------------------------------------------------------------------------ BEAM (Load P....... I Node End .. • .• J Node End LABEL Comb. Axial Shear Moment Axial Shear Moment --------------------(K)-----(K)----(K-ft)--- ---(K)------(K)----(K-ft)-- 1 I 1 I -2.439 1.929 27.006 2.800 -1.929 -0.000 ------------------------------------------------------------------------ AISC UNITY CHECK RESULTS BEAMI.Load I Overall 'I' Center Points 'J' LABEL Comb. Maximum I Node 1/4 •1/2 - - 3/4 Node -------------------------------- ------------------------------ I 1 I 0.509 I 0.509 0.385 .0.261 0.137 0.013 PAGE L -- . -814. -8149SUMMIT.STRUCTURAL.ENGINEER(NGPhone..(208)'325 . P:O. Box ;813;,270 N. Main, Donnelly, 1D 1997 UBC Lateral Analysis Steel Column Drift Calculation ' Shear Line .= 12 h = 14 . feet T = T= 0.02*(h)^3/4 = 0:14 <.0.7 sec. Therefore: ' R = 2.2 Max Allowable drift Om = 0.025*h _ 1.021 in Am = 4.2 ' -Am = 0JR*aS 1.57 < . 4.2 O.K. Lateral Analysis Shear Wall Line 13 Roof level Main House Block L= 2 V = 222 Q1 = 222 lb/ft x 6/ 2 = 666 Load From Side 0 Ib/ft x 0/ 2 .0 Additional Load 0 0 Total Load . 666 Unit Shear = 666, / 2 ft. = 333 Ib./ft. Use steel moment column per plan. See calculations on following: pages. i FASTFRAME Two-Dimensional Static Frame*Analysis Version 1.11' Copyright (C) 1988,89 ENERCALC SOFTWARE Project Client No. Date *********** t---------------------------------- ------------ ------------------ F r-cc, I ca f c. 6..'r L K•c �� ------------------------------ '12 Nodes 1 'Nodal Loads 1 Beams ; 0' Beam Point Loads ' 1 Load,,Cases 0 Beam Distrib. Loads -------------------------------------------- Prepared By, SUMMIT-STRUCTURAL ENGINEERS ' 2283 FIFTH STREET „ LA VERNE, CA 91750 ' (909) 596-0842 PHONE - PAGE --=_ ' SUMMIT STRUCTURAL.. ENGINEERING. Phone- (208) 325-8148 :. Tax (208)325-8149: P.O. Box 813, 270 N: Main Donnelly, ID �1 1 ---------------------------------------7-------------------------------- i NODAL DATA Global Default Temperature = 0.00 ----------------------------------------- ----------------------------- NODE Coordinates Boundary Restraints Node LABEL X Y X-dof Y-dof Z-dof Temp -------- ----------- (ft)------------(0,1,2,in,K-in,radians)-----(F.)--- 1 0 0 1 1 1 0 2 0 10 .0 BEAM DATA Beam Property End Releases Beam Definition Label I -end J -end BEAM Length I -node J -node -or- Tag x y z .1 x y z LABEL (ft), ------------------------------------------------------------------------ 1 2 I 1 I I I 1 1 10.000 ---------------------- BEAM STRESS CHECK DATA BEAM Unbraced Lengths - K:Length Factors Bending Coeff 2nd LABEL Y -Y (axis). X -X Y -Y (axis) X -X Cm Cb Member? Default Beam Length 1 1 1 1 No BEAM PROPERTIES --------------- NODAL LOAD DATA NODE Nodal Loads (K,K-ft) Load Case Factors LABEL Global X Global Y Moment) 1 2 3 4 5 ------------------ 2 0.333 1.6 I 1 PAGE - SUMMIT STRUCTURAL ENGINEEAING ,.Phone -;(208Y,325-8148 .Fax (208) 325-8149 P.O: Box 813, 270 N. Main, Donnelly, 1D AISC/Otherl Area Inertia Elastic Weight Coef. ofFy Y -Y Property SECTION I-xx Modulus Density Therm Ex Axis Tag -------------------------------- PROP. LABEL (in^2) (in"4) 1: (Ksi) (K/ft^3) (/100F) Flag 29000 0.4896 0.00065 36 2 TS12x6x3/8 12.6000 228 3 TS10x6x1/4 7.59000 103 1 TS6x6xl/4 5.59000 30.2999 --------------- NODAL LOAD DATA NODE Nodal Loads (K,K-ft) Load Case Factors LABEL Global X Global Y Moment) 1 2 3 4 5 ------------------ 2 0.333 1.6 I 1 PAGE - SUMMIT STRUCTURAL ENGINEEAING ,.Phone -;(208Y,325-8148 .Fax (208) 325-8149 P.O: Box 813, 270 N. Main, Donnelly, 1D PAGE L-13 - SUMMIT STRUCTURAL ENGINEERING, Ph6ne::;(208) 325-8148 Fax. (208)-325-8 49 P.O. Box813; 270 N. Main ,..Donnelly, M -----------------=-=---------------------------------------------------- UNITY AISC --------=-------------------=------------------------------------------- RESULTS ------------------------------------------------ BEAM I Load IOverall ' --------------------------------------------------------=---------------- LOAD COMBINATION DATA LABEL Comb. Maximum I -----------------------------------=------------------------------------- Node Combination RunlIncreasel Stress Load Case'Multipliers 0.103 0.072 0.041 0.010 Factors Y -Load Description I? 1 2 3 4 5 Xgrav Ygrav Flag ' -=-------=--==-------------------------------------=--------- ----- 1: Default 1 1.33 1 -1 2. 4• 5: 6: 9: 10: 11: 12: ------------------------------ ' --------------------------------=--------------------------------------- NODAL DISPLACEMENTS AND SPRING/SUPPORT REACTIONS ' ---------------------------------------7-------------7------------------ NODE I LoadI Displacements (in, rad) I Reactions (k,k-ft) LABEL ------------------------------------------------------------------------ Comb. X Y Rotation X Y Rotation I 0.0000.000I - 1 2 1' I 0.218 0.001 -0.3 0027 0.00 0.00 0.00 ---------------------------------------------------- ------------------------------------------------------------------------ BEAM END FORCES BEAM(Load. ........ I Node End .:...... .Axial ....... J Node End ........ ' LABEL Comb ShearMoment Axial Shear Moment --------------------(K)-----(K)----(K-ft)--- ---(K)------(K)----(K-ft)-- 1 I 1 I -1.410 0.333 3.330 1.600 -0.333, '-0.000 PAGE L-13 - SUMMIT STRUCTURAL ENGINEERING, Ph6ne::;(208) 325-8148 Fax. (208)-325-8 49 P.O. Box813; 270 N. Main ,..Donnelly, M -----------------=-=---------------------------------------------------- UNITY AISC CHECK RESULTS ------------------------------------------------ BEAM I Load IOverall 'I' Center Points /it ' LABEL Comb. Maximum I -----------------------------------=------------------------------------- Node 1/4 1/2 3/4 Node 1 1 0.134 0.134 0.103 0.072 0.041 0.010 PAGE L-13 - SUMMIT STRUCTURAL ENGINEERING, Ph6ne::;(208) 325-8148 Fax. (208)-325-8 49 P.O. Box813; 270 N. Main ,..Donnelly, M 0 Standard A.B. adequate No Holdown Required Lateral Analysis Shear Wall Line A Roof level . Guest Block ' L= 26.5 . V- .229 ' Q1 = 229:Ib/ft x 30/ 2 = 3435 Load From. Side. .0 Ib/ft x 0/ 2 0 Additional Load .0 0 Total Load 3435 Unit Shear = 3435 / 26.5 ft. = 130 Ibaft. Use Shear Wall Schedule. No. 6 Capacity = 265 Ib./ft. 318" Plywd. CDX w/ 8d @ 6/6112 Overturning Check Li 11 h 10 Unit Shear = 130 ' Dead Load Tribituary Load x Arm2/,, Mr Roof/Clg Load 30 psf x 6 = 180 11 10890 Wall Load 15 psf x 10 150 11 9075 Floor Load 12 psf z 0 0 11 0 Additional Pt.. D.L. 0 0 11 0 Mr = 19965 ' = Mot 130 plf x 11 x 10 = . 14258 Tup = (Mot -.85 x Mr) / 11. ft - 0.33 ft. T = -254 Standard A.B. adequate No Holdown Required Lateral Analysis Shear Wall Line B Roof level Guest Block L= 18.5 V= 229 Q 1 .7.229 Ib/ft x 3.01. 2 = 3435 Load From Side 0 Ib/ft x .0 / 2 = 0 Additional Load `0 0 Total Load 3435 Unit Shear = . 3435 / 18.5 ft. = 186 Ib./ft. r Use Shear Wall Schedule No. 4 . Capacity = 350 Ib./ft. 318" Plywd. CDX w/ 8d @ 4/4112 Overturning Check J 40 .. Li 7.5 w% h 10 �� S�6Z�% '- �g��' �` = 6� J4- Unit Shear = 186 CAL Dead Load Tribituary. Load x Arm2/� Mr Roof/Clg'Load 30 psf x 15 = 450 7.5 12656.3 Wall Load 15 psf x 10 = 150 7.5 4218.75 Floor Load 12 psf x 0 = 0 7.5 0 Additional Pt. D.L. 0 0 7.5 0 Mr = 16875 Mot = 186 pif x 7.5 x' 10 = 13926 Tup = (Mot 7.85 x Mr) % .7.5 ft - 0.33 ft. T = -58 Lateral Analysis Shear Wall Line C . Roof level Entry Block L= 10 V = 185 Q 1 = 185 lb/ft x 12/ 2. = 1110 Load From Side . 0 Ib/ft x 0/ 2 = 0 Additional Load 0 0 Total Load 1110 Unit Shear = 1110 / loft. = 111 Ib./ft. Use Shear Wall Schedule No.'4 Capacity = 350 Ib./ft. 318" Plywd. CDX w/ 8d @ 4/4/12 Overturning Check Li 14 h 10 Unit'Shear = 111 Dead Load Roof/Clg Load 30 psf x Wall Load 1,5 psf x Floor Load 12 psf x Additional Pt.-D.L. 0 Mot = 111 plf x Tup = (Mot -.85 x Mr) / Tribituary Load 2 = •60 14 - 210 0. = 0 14 0 14 x 10 = 14 ft.- 0.33 ft. x ArM2/2 Mr 14 5880 14 20580 14 0 14 0 Mr = 26460 15540 T= -508 Lateral Analysis Shear Wall Line D. Roof level Entry Block L= 10 V = .185 Q1 = 185 Ib/ft x 22 / 2 = 2035 Load From Side 0 Ib/ft x O/ 2. = 0 Additional Load 0 0 Total Load 2035 Unit Shear. = 2035 / 10 ft. = 204 Ib./ft. Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 4/4112 Overturning Check Li 14 h 10 Unit Shear = 204 Dead Load Tribituary Load x -Arm/,, Mr Roof/Clg Load 30 psf x 2 = 60 14 5880 Wall`Load 15 psf x 14 = 210 14 20580 Floor Load 12 psf x 0 = 0 14 0 Additional Pt. D. L. 0 .0 14 0 Mr = 26460 Mot =. 204 plf x 14 x 10 = 28490 Tup = (Mot -.85 x Mr) / 14. ftp- 0.33 ft. T = 439 Use HTT16 'Cap. '= 3480 Ib. Lateral Analysis ' Shear Wall Line E Roof level Garage Block ' L=. 28.5 v ' V = 347 ' 28/12 = 4858 Q1 = . 347 Ib/ft x Load From Side 0 Ib/ft x 0 / • 2 .0 Additional Load 0 .0 Total Load 4858 Unit Shear = .4858. / 28.5 ft' 170 Ib./ft. Use Shear Wall Schedule No. 4 Capacity = 350 Ib./.ft. t3/8".Plywd. CDX w/ 8d @ 4/4/12. �35� <r ' Overturning Check Li 5.5 h 10 Unit Shear = 170 _ Dead Load Tribituary Load x Arm2/� Mr Roof/Clg Load 30 psf x 2, ' = 60 5.5 907.5 Wall Load 15 psf x 10 150 5.5 2268.75 ' Floor Load 12 psf x. 0 0 5.5 0 Additional Pt. D. L. 0 0 5.5 0 Mr = 3176.25 Mot.= 170P If x 5.5 x 10 = 9375' -Tup = (Mot - .85 x Mr) / 5.5 ft'- 0.33 ft. T = 1291 ' Use HTT16 Cap. = 3480 Ib. SUMMIT. STRUCT.U,RAL ENGLNEERING :.; : ..::: :. :JOB No: _.PARK STREET SHEET. NO. Suite 206 CALCULATED $Y :McCall ,.ID.:.83638: CHECKED BY 208 634=8148 fax 208 63.4=4157 ,. . ..:) .. :.... .� 08)........ SCALE Lateral Analysis Shear Wall Line F Roof level Garage Block L= 1 V = 347 Q1 = 347 .Ib/ft x .28/ 2 = _ 4858 Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load .0 .0 Total Load 4858 Unit Shear = 4858 / 1 ft. = 4858 Ib./ft. Use Simpson " Strongwall" Garage Portal ICBO No..PFC5, SW22x8 3 -wall combo Cap. = 5985 Ib. 6,71 7 C7L V1 •}-- �-J11�C:/ laa � �� -./tom/ r SUMMIT.STRUCTURAL. EN.GINEERIN.G. ; .: " .. J.os No. ' 106 EAST PARK STREET SHEET NO. Suite .206 —� CALCULATED BY CHECKED BY "� (208)..634.8148 fax (20.8) 634-4157 SCALE Lateral Analysis Block Shear Wall Line G Roof level Garage L= 7 V= 167 ' Q1_. 167 Ib/ft.x 28 / 2 = 2338 ' Load From Side 0 Ib/ft x.. 0/ 2 = 0 '0 Additional Load 0 Total Load 2338 Unit Shear = 2338 / 7 ft. = 334 Ib./ft. Use Shear Wall Schedule No. 3 Capacity = 490 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 3/3/12 Overturning Check Li 7 h 10 Unit Shear = 334 Dead Load Tribituary Load x Arm2/2 Mr Roof/Clg Load 30 psf x 2 = 60-- 7 1.470 ' Wall Load 10 psf x 10 = 100 7 2450 Floor Load. 12 psf x 0 = 0 7 0 Additional Pt. D. L. - 0 0 7 0 . Mr = 3920 Mot = 334 plf x 7 x 10 = 23380 Tup = (Mot :.85 x Mr) / 7 ft- 0.33 ft. T = 3006 ' . Use HTT22 Cap. = 5250 Ib. S.UMMIT::STRUCTU.RAL:,ENGINEERING: ' Joe No. 106 EAST PARK STREET SHEET No. SU,Ite..2O6 CALCULATED BY CHECKED BY �` (208) 634-8148 fax (208) 634.-4157: SCALE 1 1 1 1 1 1 1 1 1 1 Lateral Analysis Shear Wall Line . H Roof level Main House Block . L= 19.33 V = 464 Q1 = . 464 Ib/ft x 31 / 2 = 7192 Load From Side .0 Ib/ft x 0 / . 2 . = 0 Additional Load 0 0 Total Load :7192 Unit Shear = 7192 / 19.33 ft. = 372 Ab./ft. Use Shear Wall Schedule No. 3 Capacity = 490 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 3/3/12. Overturning Check Li 10 h 10 Unit Shear = 372 Dead Load Tribituary Load x ArM2/,, Mr Roof/Clg Load 30 psf x 6 = 180 10 9000 Wall. Load 10 psf x 10 = 100 10 5000 Floor Load 12 psf x 0 = 0 10 0 Additional Pt. D. L. 0 0 10 0 Mr = 14000 Mot = 372 plf x 10 x 10 = 37206 Tup = (Mot - .85 x Mr) / 10. ft - 0.33 ft. T = 2617 Use HTT22 _Cap. = 5250 Ib. M Lateral Analysis 1 Shear Wall Line p I Roof level Main House Block 1 L= 24 V = 464 ' Q1 = 464 Ib/ft x 58 b 2. = 134.56 ' Load From Side 0 Ib/ft.x -0/ 2 = 0. Additional Load 0 0 Total Load , 1.3456 Unit Shear = 13456 / 24 ft. _ 561 Ib./ft. Use Shear Wall Schedule No. 2 Capacity — 640 Ib./ft. 3/8" Plywd. CDX'w/ 8d @ 2/2/12 ' Overturning Check Li 9 1 h 14 Unit Shear = 561 1 Dead Load Tribituary Load x ArmZ/� Mr . Roof/Clg Load 30' psf x 29 = 870 9 .35235 t Wall.Load 10 psf X. 14 = Floor Load 12 psf x 0`= 140 0 9 ..5670 9 0 Additional Pt. D.L. 0 0 9 0 Mr. = 40905 ' Mot = 561 9 pif x x 14 = 70644 ' Tup.= (Mot -.85 x Mr) / 9 ft! 0.33 ft. T = 4138, ' Use PHD8 Cap. = 6730 Ib. e :SUMMIT STRUCTURAL ENGINEERING J.oB No. 106. EAST PARK STREET S HEET NO. suite.206 .:;..... ;...:...:..:.:...: . ..CALCULATED BY '� -� ' -=�CHECKED ��208 McCall, )P.:.8.638 BY ..634 81:48 fax 208 634-4:157.: .: SCALE r Lateral Analysis Shear Wall Line J Roof level Main House Block ' L= 32 V= 464 Q1 = 464 Ib/ft x 51 / 2 • = 11832 Load From Side 0 Ib/ft x .0 /'.2 = 0 Additional Load 0 0 Total Load 11832 Unit Shear = 11832 / 32 ft. = 370 Ib./ft. Use Shear Wall Schedule No. 2 Capacity = 640 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 2/2/12 ' Overturning. Check Li 32 ' h 14. Unit Shear = 370 tDead Load Tribituary Load x Arm2/,, Mr Roof/Clg Load 30 psi x 17 = 510 32 261120 Wall.Load 10 psf x 14 = 140 32 71680 Floor Load 12' psf x 0 = 0 32 0 Additional Pt. D.L. 0 0 32 0 Mr = 332800 Mot = 370. plf x 32 x 14, = 165648 Tup _ (Mot -.85 x Mr) / 32 ft- 0.33 ft. T= -3702 ' Standard A.B. adequate No Holdown Required SUMMITSTRUCTURALENGINEERING ' Joe No. 106: EAST PARK..STREET'.. SHEET No.- :Suite 206: CALCULATED BY McCall ID ,83638_ :. CHECKED. BY �� 208 :.634 8148 fax 208 634-4157: . C .:. �... .....:. ..... ,... .. ... : ,: SCALE Lateral Analysis ' Shear Wall Line K Roof level Main House Block ' L= 21 V = 464 '01 = 464 Ib/ft x 331 2 . = 7656 ' Load From Side 0 Ib/ft x .0/ ` 2 = 0 Additional Load 0 0 Total Load 7656 Unit Shear = 7656 / 21 ft. = 365 Ib./ft. Use Shear Wall Schedule No. 2 Capacity = 640 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 2/2/12 :.' Overturning. Check Li 5 ' h 12.5 Unit Shear = 365 ' Dead Load Tribituary Load x ArM2/2 Mr Roof/Clg Load 30 psf x .2 = 60 5 750 ' Wall.Load 10 psf.x 12.5 = 125 .. 5 1562.5 Floor Load 12 psf x 0 = 0 5 0 Additional Pt. D.L. .0 0 5 .0 Mr = 2312.5 Mot = 365 plf x 5 x 13 = 22786 ' Tup = (Mot -;85 x Mr) P 5 ft - 0..33 ft. T = 4458 ' Use PHD8 Cap. = 6730 Ib. S.U.M.. MIT<;$TRUCTURAL,ENGINEERING.:.::: ;:.._.:':. JCB .No. 106 EAST PARK STREET SHEET NO. L- :Suite._206:..::::;:.:;;;:,:.:.: CALCULATED BY McCall, ID 83638. CHECKED BY �� 2.0.8..6:34..8.1:.48:.::.fax.::208). SCALE Lateral Analysis ' level 1 Main House Block Shear Wall Line L Roof • ' L= 22 _ V = 464 ' ' Q1 = 464 Ib/ft x 18/ •2 _ 4176 Load From Side 0 Ib/ft x. 0/ 2 0 ' Additional Load 0 0 Total Load 4176 Unit Shear = 4176 / 22 ft. = 190 Ib./ft. Use Shear Wall Schedule No. 4 Capacity =350 Ib./ft. 3/8" Plywd. CDX w/ 8d @ 4/4/12 ' Overturning Check Li .10 ' h .12.5 Unit Shear = 190 - ' Dead Load Tribituary Load x Arm2/� Mr Roof/Clg Load 30 psf x 2 = 60 10 .3000 Wall .Load 15 psf x 12.5 = Floor Load 12 psf x 0 = 187.5 0 10 9375 10 0 Additional Pt. D. L. 0 0 10 0 Mr = 12375 ' Mot = 190 10 13 plf x x = 23727, . Tup = (Mot -..85 x Mr) / 10 ft.- 0.33 ft. T = 1366 ' Use HTT16 Cap. = 3480 Ib. SUMMIT;.S.TRUCTURAL ENGINEERING J.OB No. 106 EAST PARK STREETSHEET NO. L- �'°'� S u ite..206 ,.: ... ; ........ ..... ;.. .•.. CALCULATED BY ;. . McCall; CHECKED BY III20.8 ..634 8148 fax 20.8 6347.4: 57 SCALE �tta. cn .. - L) w w _ . w W C3 Y-- ujF- 2 Z Z f.. Yds W AaC cnCo Nc QmZ QZ HNO W Lu v " a.a o cr o w � �A gV UJWUW', M J OQ W n N W U_ N yX�NY O> Q Z Z W Z ❑ Q O SUNSTATE COMPONENTS OF NORTHERN ARIZONA, INC . 4505 MOHAWE AIRPORT DR. P.O.BOX 4077 KINGMAN, AZ. 86402 . PHONE: , (520)-757-2700 .(8'0'0)-58172878 FAX: (520)-757-7900. AZ 1 P U. aECTro?.4 C% I`�,;, A—CIrli i V Q1;"ALrry WTW 6Y QUINTA SUILDING � SAFETY DEPT. q APPROVED FOR CONST UCTION DATAOC • C7 ER -4922 .. .. Reissued November 1, 2001 4 t ICBG Evaluation Service, Inc. 5360 Workman Mill Road, Whittier, California 90601 • www.icboes.org Filing Category: FASTENERS -Steel Gusset Plates MITEK TRUSS CONNECTOR PLATES MITEK INDUSTRIES, INC. POST OFFICE BOX 7359 ST. LOUIS, MISSOURI 63177 1.0 SUBJECT MiTek Truss Connector Plates.. 2,0 DESCRIPTION 2.1 General: Models M-20, M 11 20, M-18, M II 18, M-16, M 11 16, M-20 HS and M 11 20 HS are metal connector plates for wood trusses. The plates are manufactured to various lengths, widths, and thicknesses or gages, and have integral teeth that are de- signed to laterally transmit load between truss wood mem- bers. Plans and calculations must be submitted to the building official for the trusses using metal connector plates described in this report. 2.2 Materials: 2.2.1 Models M-20 and M II 20 Connector Plates: Model M-20 and Model M 11 20 plates are manufactured from mini- mum No. 20 gage (0.036 inch (0.91 mm)] ASTM A 653 Grade 40, structural -quality steel with a minimum yield strength of 41 ksi (283 MPa) and a G 60 galvanization coating. The plates have repeating 1 -inch -square (25 rrim) modules of teeth stamped out and formed at right angles to the face of the par- ent metal. Each module has four slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse center lines of adjacent slots are staggered 0.15 inch (3.8 mm) in a longitudinal direction. Lon- gitudinal center lines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33 -inch -long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross sec- tion at its base, and twists approximately 22 degrees to its point. See Figure 4 for details. 2.2.2 Models M-18 and M II 18 Connector Plates: Model M-18 and Model M II 18 plates are manufactured from mini- mum No. 18 gage thick [0.0478 inch (1.21 mm)] ASTM A 653 Grade 40, structural -quality steel with a minimum yield strength of 41 ksi (283 MPa) and a G 60 galvanization coat- ing. The plates are available in widths of 1 to 12 inches (25.4 to 305 mm) and lengths of 2 to 20 inches (51 to 508 mm), in 1 -inch (25.4 mm) increments. The teeth are formed by punch- ing slots 0.43 inch (10.9 mm) long and 0.125 inch (3.2 mm) wide, creating two teeth from each slot. Each module has eight teeth per square inch (0.0124 teeth per square millime- ter). Each tooth is formed with a symmetrical V-shaped cross section at its base, and 0.vists approximately 22 degrees to its point. The teeth are approximately 3/8 inch (9.5 mm) long. See Figure 4 for details. 2.2.3 Models M-16 and M 11 16 Connector Plates: Model M-16 and Model M II 16 plates are manufactured from mini- mum No. 16 -gage -thick [0.058 inch (1.47 mm)] ASTM A 653 Grade 40, structural -quality steel with a G 60 galvanization coating. Slots 0.54 inch (13.7 mm) in length are punched along the perpendicular axis of the plates. The metal dis- placed by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch (9.4 mm) long, and there are -4.8 teeth per square inch (0.0074 teeth per square millimeter) of plate area. Plates are available in 1 -inch (25.4 mm) width increments, up to 12 inch- es (305 mm), and lengthwise in 11/4 -inch (31.7 mm) multiples. See Figure 4 for details. 2.2.4 Models M-20 HS and M II 20 HS Connector Plates: Model M-20 HS and Model M II 20 HS plates are manufactured from minimum No. 20 -gage (0.0360 inch (0.91 mm)), ASTM A 653 Type II Grade 60, high-strength low - alloy (HSLA) steel with a G 60 galvanization coating. Re- peating 3/4 -inch -by -1 -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area and resulting in each module having six teeth. Each module is separated by a 0.25 -inch -wide (6.4 mm) strip of unpunched steel. The trans- verse center lines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal center lines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33 -inch -long (8.4 mm) tooth at each end. Each tooth is addi- tionally shaped, twisting an approximate 22 degrees to its point. See Figure 4 for details. Model M II 20 HS plates are identical to M-20 HS plates. 2.3 Allowable Loads: Tables 1 through 3 provide allowable lateral loads, tension loads, shear loads, and reduction factors for the metal plate connectors. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construc- tion, ANSI/TPI 1-1995. A copy of the ANSI/TPI 1-1995 stand- ard must be supplied to the building department when this is requested by the building official. 2.3.1 Lateral Resistance: Each metal connector plate must be designed to transfer the required load without exceeding the allowable load per square inch of plate contact area_ based on species; the orientation of the teeth relative to the load; and the direction of load relative to grain. Design for lat- eral resistance must be in accordance with Section 11.2.1 of ANSI/TPI 1-1995. Table 1 shows allowable lateral loads for the metal connector plates. 2.3.2 Tension Resistance: Each metal connector plate must be designed for tension capacity, based on the orienta- tion of the metal connector plate relative to the direction of load. Design for tension must be accordance with Section 11.2.2 of ANSI/TPI 1-1995. Table 2 shows allowable tension loads for the metal connector plates. Additionally, the net sec- tion of the metal connector plates for tension joints must be designed using the allowable tensile stress of the metal, ad- +� REPORTS- ure not in he construed at representing uestheticr or uny other utiribules not speci/icully uddrecved, nor ure they to he cnnrtnied us un endorsement n%the suhiect ojthe report or u recnmmendutinn for its rase. There a no wurrunry by 1CB0 Evuluution Service. Inc., exprers or implied, us to uny ending or other mutter in this report, or us in uny prnduct covered by the report. wNyiiyrn •_cvv i Page 1 of 6 Page'2 of 6 justed by the metal connector plate tensile effectiveness ra- lios shown in Table 2. 2.3.3 Shear Resistance: Each metal connector plate must be designed for shear capacity, based on the orientation of the plate relative to all possible lines of shear. Design for shear must be in accordance with Section 11.1.3 ofANSI/TPI 1-1995. Table 3 shows allowable shear loads for the metal connector plates. Additionally, the net section of the metal connector plates for heel joints and other joints involving shear must be designed using the allowable shear values for the metal connector plates, adjusted by the shear resistance effectiveness ratios shown in Table 3. 2.3.4 Metal Plate Reductions: Several allowable load re- duction factors for the metal plates, when they are applicable, must be considered cumulatively in the design of metal con- nector plates used in fabricated wood trusses: 1. Allowable lateral resistance values for the metal connec- tor plates must be reduced 15 percent when the plates are installed on the nar:ow face.of truss lumber members. 2. Allowable lateral resistance values must be reduced by 20 percent when the metal connector plates are installed in lumber having a moisture content greater than 19 per- cent at the time of truss fabrication. 3. Allowable lateral resistance values for metal connector plates installed at the heel joint of fabricated wood trusses must be reduced by the heel -joint reduction factor, HR, as follows: H, = 0.85 - 0.05(12 tan 9 - 2.0) where: 0.65<_Hp:50.85 9 = Angle between lines of action of the top and bottom chords shown in Figure 3. This heel -joint reduction factor does not apply to conditions with lop chord slopes greater than 12:12. 2.3.5 Combined Shear and.Tension: Each metal connec- tor plate must be designed for combined shear and tension capacity, based on the orientation of the metal connector plate relative to the directions of loading. Design for combined shear and tension must be in accordance with Section 11.2.4 of ANSI/TPI 1-1995. 2.3.6 Combined Flexure and Axial Loading: Metal con- nector plates designed for axial forces only are permitted as splices in the top and bottom chord when the splices are lo- cated within 12 inches (305 mm) of the calculated point of zero moment. Design of metal connector plates located at splices in the top and bot:om chord that are not located within 12 inches (305 mm) of the calculated point of zero moment must include combined Flexure and axial stresses. 2.4 Truss Design: Plans and calculations must be submitted to the building offi- cial for the trusses using metal connector plates described in this report. The truss design must show compliance with the code and accepted engineering principles. Allowable loads for the metal connector plates may be increased for duration of load in accordance with Section 2316.2 of the code. Cal- culations must specify the deflection ratio or the maximum deflection for live and total load. For each truss design draw- ing, the following minimum information should be specified by the design engineer:. 1. Truss span, spacing, and slope or depth. 2. Dimensioned location of truss joints. 3. Model, size and dimensioned location of metal connector plates at each joint. ER -4922 4. Truss chord and web lumber size, species, and grade. 5. Required bearing widths at truss supports. 6. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earth- quake loads. 7. Design calculations conforming to ANSI/TPI 1-1995 and any adjustments to lumber and metal connector plate al- lowable values for conditions of use. 2.5 Truss Fabrication: Plate connectors shall be installed by an approved truss fabri- . catorwho has an approved quality assurance program cover- ing the wood truss manufacturing and inspection process, in accordance with Sections 2321.1 and 2321.3 of the code and Section 4 of ANSI/TPI 1-1995, National Standard for Metal Plate Connected Wood Truss Construction. The allowable loads recognized in this report are for plates that are pressed into wood truss members using hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by. full embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 2.6 Identification: The MiTek connectors are identified by a blue stripe alternat- ing with the name "MiTek" and an imprint of the plate name embossed into the surface of the plate. (For example, the M-16 plate is embossed "M-16.") 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. 4.0 FINDINGS That the MiTek truss connector plates for wood trusses described in this report comply with the 1997 Uniform Building Coder", subject to the following conditions: 4.1 Plans and calculations are submitted to the build- ing official for the trusses using metal connector plates described in this report. 4.2 The metal connector plates are designed to trans- fer thelrequired loads using the design formulae in ANSI/TPI 1-1995. A copy' of the ANSI/TPI 1-1995 standard must be supplied to the building depart- ment when this is requested by the building official. 4.3 The allowable loads for the metal connector plates comply with this evaluation report. 4.4 Metal connector plates are not permitted to be lo- cated where knots occur in connected wood truss members. -4.5 Metal connector plates are installed in pairs on op- posite faces of truss members. 4.6 Trusses using metal connector plates described in this report must be fabricated by a truss fabricator approved by the building official, in accordance with Sections 2321.1 and 2321.3 of the code. 4.7 Allowable loads shown in the tables in this report may be increased for duration of load in accord-. ance with Section 2316.2 of the code. 4.8 Allowable loads shown in the tables in this report are not applicable for metal connector plates em- bedded in lumber treated with fire -resistive chemi- cals. This report is subject to re-examination in two years. Page 3 of 6 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES ER -4922 PLATE MODEL • LUMBER SPECIES ' SPECIFIC GRAVITY, DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE' AA EA AE EE Allowable Load Per Plater (pounds per square inch of plate contact areal M-20 and M II 20 Southern yellow pine 0.55 249 190 134 200 Douglas fir -larch 0.50 220 195 130 190 Hem -fir 0.43 135 143 129 145 - Spruce -pine -fire 0.42 197 144 143 137 M-13 and M 11 13 Southern yellow pine .0.55 195 138 159 151 Douglas fir -larch 0.50 170 143 157 147 Acm-fir 0.43 151 , 147 143 141 Spruce -pine -fir 0.4? 140 133 134 l03 M-16 and M Il 16 Southern yellow pine 0.55 174 126 147 122 Douglas fir -larch 0.50 176 121 137 126 Hem -fir 0.43 119 64 102 93 Spruce -pine -fir 0.42 127 S2 75 107 M-20 HS and M 1120 HS Southern yellow pine 0-55 IS7 143 133 150 Douglas fir -larch 0.50 '165 146 135 143 Hem -fir 0.43 139 Ill 97 109 Spruce -pine -fir 0.42143 103 107 103 rur - l IUUJnCn- = 0.07 &l -a. ' 'See Figure I for a description of plate orientation. 2Meta1 connector plates are installed in pairs on opposite faces of truss members. TABLE 2 -ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY°RATIOSI . PLATE MODEL DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE2 0° -Allowable Tension Load" (pounds per inch per pair of plates) Tension load Efficiency Ratio M-20 and M 1120 1,126 340 0.72 0.47 M-13 and 11 l3 1,402 1,120 0.59 0.47 M -t6 and M II 16 1,935 302 0.69 0.28 M-20 HS and M II 20 HS 1.661 1,063 0.64 0.41 For SI: I IbUinch = 0.175 N/mm. ISee Figure 2 for a description of plate orientation. 2The length of plate refers to the dimension of the longitudinal axis of the area of the plate Gum which the plate teeth were sheared during plate fabrication. 3Thc allowable tension loads are based on base metal thicknesses of 0.0363. 0.0493 and 0.060 inch for the No. 20, 18 and 16 gage steel plates, respectively. w TABLE 3 -ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS - ........ . ............-.,.,� ., SII. 'The allowable shear loads are based on base metal thicknesses of 0.0363, 0.0493 and 0.060 inch for the No. 20, IS and 16 gage steel plates, respectively. ' r , DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 0` 1 30° 60° 1 90" 1 120° t50' 0`•.30° 160° 90° 120° 150' PLATE MODEL Allowable Shear Load' (pounds per inch per pair of plates) Shear Load Efficiency Ratio M-20 and M 1120 574 738 936 645 490 544 0.49 0.63 0.79 0.55 0.42 0.46 M-13 and M II 18 743 991 1,174 315 626 539 0.47 I 0.63 I 0.74 0.52 0.40 0.37 M- 16 and M H 16 !,041 1,173 1.402 1,055 914 672 0.54 0.61 0.73 0.55 0.43 0.35 M-20 HS and M 11 20 HS 761 1,035 I t,13a 792 608 537 0.43 0.61 0.67 0.45' 0.34 0.30 ........ . ............-.,.,� ., SII. 'The allowable shear loads are based on base metal thicknesses of 0.0363, 0.0493 and 0.060 inch for the No. 20, IS and 16 gage steel plates, respectively. ' r , Page 5 of 6 t ER -4922 ' MiTek Connector :Plates y `� j f� O O r- O O . C• Imo. .� L� C� O O O � N • . o. �. C=M -20 / M11'20 �. r --j C-1 0.150 0.500 i r c • 0.450 't - 1.000 I r M-18 / MIN 8 • C= CZD r r--1 O C; O r Ln . L= O O 1 t N 0.120" 0.430" t t 0.500" O e' 1.000" • I - i .. • Q O � l=1 O C� C1 16 1 111" 16 L_I O Ci G -M • til L-1 �1 '` r In � •' ` -I ' o o w • l " b + 0,100" F' i 0.640 ,. ' o • 0.540' 0.500- . .+ , d; a• + in N ' ✓' O t-=�' CJ �� O ' r-, M-20 HS/ M11,20 HIS .J �� rel :_', 1. ". • f"� '._� JJ ' , - .. 0.150" ltl 0.500 + 0.450 1.000" 1 y y FIGURE 4 -METAL CONNECTOR PLATE DIMENSIONS Page 6 of 6j ER='4922 ;5• M20 L M1120. M18 01T8 al . I I, i Sit` 1/ J„ 6 RS M20HS % M1120HS r w ILI 70 1T For SI: I inch = 25.4 mm: �. r • FIGURE 4—METAL CONNECTOR PLATE DIMENSIONS—(Continued) . i - 105 SE -12,11h Avenue x("t, Vancouver, Washington 98684 J C!•,1� ' ,1 •y� PLANT NAME ._a ,-� \i,�i. l i.,'•�nr n �:1�� 1' �� C 1 �� ti + 360/449-3840 FAY,: 360,1449-3953 DATE OF fw INSPECTION: , �r� `�\ PLANT LOCATION 4 Pi♦'.l 'i!_1 CIDUCTS. TRUSS PLANT QUALITY AUDIT REPORT 16� SPEC-i10H PLANT MANAGER r. I Order I`lumber t~ !� \ 1 r` C$t,i,�rsk "•r or Name k> 1_Q) V) -T .l f, VN, A—.> I e _'sJ , \'�°.� l �' (', IJ r) 01 Com. ( t'}, a ny In S an, P Pilch nI/ /1. 1A r�. r' ; f ; , r,>>� u,,�, l ,.Y, (rr-r-%pJ Typer?f_ ?�� r:�N; rrr� I,, �j I � ! -'rI h y fir fllinl ` Ofit ; I T. C. 2 Lt ,h �(i n1 I _ Lumber Grade per Stamp B.C. 1 .r Aa Sr• t: \ � , D �y �� Z!0j) ?.� L1 ,i A11�1nn� Pay, r.n.fil1 Plant OC Records: ` (-,0?.1;:1 / i.t , �" i,r� ',n Webs u{ N (,j IA VIN TP INSPECTOR:, r_ , '� ! P .:� ��"�,, (wcc.La ,-u,Lr ; yr \ Stamp Legibility: ..0 r, 1= ( S; t %S U Moisture Content Mill Name or Number Agency rn,^ h N'v r. U7' Cr,r'-� Joint Accuracy Plate Placement ' Plate Size C ' ! ri,� Vo ,r., [ ! �, Gauge of Plate ..' - - Number of Trusses Number Checked. Fabricated to Drawings COMMENTS:.'�t,, w it` r` C$t,i,�rsk _'sJ , \'�°.� l �' (', IJ r) 01 Com. ( t'}, a ny In i,„ P (k n b ,, 'h r1\Lontt' 1A r�. r' ; f ; , r,>>� u,,�, l ,.Y, (rr-r-%pJ I lint ?�� r:�N; rrr� I,, �j I � ! -'rI h y fir fllinl ` Ofit ; I �(i n1 I :n ,i A11�1nn� Pay, r.n.fil1 Plant OC Records: ` (-,0?.1;:1 / i.t , �" i,r� ',n J ,.,) PLANT STATUS: TP INSPECTOR:, Storage:2��` GOOD F] WARNING ��"�,, l\� Stamp Legibility: C'. 'o tk PI ®NT- n r . Plate Manufacturer: Ye ON I•JOTICE COPY - PLANT 2ND COPY - OFFICE 3RD COPY - INSPE� a SUSPENDED — 1 STANDARD GABLE END' DETAIL PAGES1 GOF°2 DIAGONAL OR L -BRACING RIES REFER TO TABLE BELOW SHEATHING 3/20/00 o coM. 12 4X4 = 2X4 NO.2 OR BTR. DF -L TRUSS — 1X4 OR 2X3 (TYP) " 3" 1-11 H I 1F�_.I�A FiGT T CONT. BRG------- i SPAN TO MATCH COMAAON TF2USS` —moi ---- -VERTICAL STUD i• TYPICAL 2x4 L -BRACE NAILED -- TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. SFr.TIrIN A -A LOADING(pso SPACING 2-0-0 TCLL 30.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1.15 3CLL 0.0 Rep Stress Incr YES JCDL . 10.0 Code UBC97/ANS195 TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS- 2 X 4 DFUSPF/HF - STUD/STD •• 1 1/2" (BY OTHERS)-- .._.___.__.____..._.. 3 1/2" �.' 7 NOTCH AT 24" O.C. (MIN.' TOP CHORD NOTCH DETAIL' 3x5 a 24" MAX :I jl 24-O.C. 1 7YP 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW ♦ � � 11 END - WALL RIGID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT_ # OF NAILS_ AT END UP TO 7f-011 - 2 - 16-d —^ -(� -6 16d OVER- 8'-611, 4 - 16d MAXIMUM VERTICAL STUD HEIGHT NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 100 MPH WIND, EXP. B. HEIGHT 25 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH -COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-6'. TOP CHORD NOTCHING NOTES 1) THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24- O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. �OQROFFSSbN� 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. �( 4VARNING . Verify desi;n paromerers and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE �J+ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual /'• CIVIL web members only. Additional.temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility. of the building designer. For general guidance OF dA u regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST•88 Quality Standard, DSB- t�� ff"11 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D:Onolrio Drive, Madison, WI 53719 MITek Industries, Inc. f FILENAME: STDGAB100XB STANDARD GABLE -END DETAIL PAGE 2 OF 2 `3/20/00 + R 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF-L..BLOCK 2- 10d ---� ' • (TMP) ]\\2X4 2X4 BLOCK, • > ii ji I i •�� SIMPSON.A34 OR EQUIVALENT qs' • , i i D OR BTR SPACED @ 5-0" O.C. BE PROVIDED AT EACH'END OF LEDGER- - I BRAC EXCEPT FOR BRACE EXTENDED STRONGBACKINTO T E CHORDS 8� CONNECTED TO CHO S Wit 4- 10d NAILS. MAX. NGTH = T-0" GABLE END STANDARD TRUSSES SPACED @ 24" O.C. NOTES _ 1) 2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 1O NAILS @ 6" O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4- 10d NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 1 Od TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND. STRONGBACK ARE 1Od BOX NAILS (0.131'.' DIA. X 3.0"-LGT) THIS DETAIL 1S APPLICABLE TO,STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: - 1. MAXIMUM HEIGHT OF TRUSS = 8'-6" �ROFE.SSIo , 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. • "+ ` � � X19 -?�- . E P r Cryo`: e WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE'SIDE BEFORE USE R • ��sign valid for use only with MTek connectors. This design is based onOF CAL�O ly upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral suppon of individual web members only. Additional lemporary.bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance r.m regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST-88 Ouality Standard, DS8•" 89 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 _ MiTek Industries, Inc. , -9 0� P Cr �r r Q Q) ^Z^ Z m p P 01 m Q O rn r d v P �rn I G 2-14 x X7,0 o -A -t P r v c = } a o} �B =oa -A o pQ• m•S cmc rn A • �3� _� z o o r Q = mT�r a� �° i l� i Q P -r ? y �_1P orn o- r 71 w _ • G C. W WART '1N� - Verify design pararnerers and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE iz Gtr` �ac� ¢7��19 ^ ' G esign valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual, _ f�- building component to be. installed and loaded vertically. Applicability of design parameters and proper incorporation of P component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual s� web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.r na ()J: C7'� Additional permanent bracing of, the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIS -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 587 O'Onofric Drive, Madison, wl 53719 MiTek Industries, Inc. O , ALT V+TEPAL 'PACE �GThiL I S V/'1�� R- RE PLA(iQG C�I� i . �,RAc�s AT yz o� AT T R u . 15 cg 2� �---IOD Q b i��C�\ �--2�h E�RhGI: WI't�► WEA (2;�6 H.t YP. NOME • �RkGc HUSTb0 % Til: L ET OF TSE WEA. T415 DETAIL 1b. TO UbEP' Ab rN kLT.` %OR ONE GONTINUOU� '! kTERr�L NOTE: 2X3, 2-X4, OR 1X4 GRADED LUMBER LATERAL BRACE PER TRUSS DESIGN WITH 2-1 OD PER WEB (TYP). BRACE MAY BE ATTACHED TO EITHER NARROW FACE OF.WEB. (SEE NOTE BELOW)' RESTRr�INT REQUIR.EI7 kT E ENn OF ?�FZhGE kAT" 20 1NTER�lkl.5. . REFER TD �I'b—ql SUHH�R' Sk�EET kOR, REGOHHENt�kTl • OF TSE TR U5 ✓ PLATE [NST 1�esTgA-► MA`(. DF- w�F-p 8�iT JqE�Ar IP tApH►'•%wM E JS! a�. L 0 9 t s��S (� � C T 7- 4 --RP 9O 3 1 CS r j I 1" Q C O _ sn rr t�# 3 73 fi �• �3r- a . 3 r�� :If �j Z � ?�► REGIS � I � � � .' Z `� . 0 Z z VIN \-1?ir. ' u gsi�Aparame1 yr:("�, l REA 0 'E "^ THIS ND REVERSE SIDE EFORE USE D _ esih aJ ruse onl \ i167MiTe tv is based o up aramelers shownnd is loran individual. dlnd7pc onent to be ed nh'%ad �'�t't' . Applicability o iesi p lers ando..`a�.2 r incorporation of l , �qe responsibility o I I truss designer. B o is lot latera .1 of individual .we'd �.eLh only. Additional temporary bracing to insure stability Buri one u 's the resp sibility of the erector.g®�� n. �. Ar�diorml a anent bracing of lhepverall structure is the 'res ponsibill of I b ing designer. For general guidance re`'araing cation, quality control, storage• delivery, erection, and bracingn 1 OST -88 Quality. Standard, DSB• 89Tracin ecification, and HIB -91 Handling Installation and Bracing f(°OnTendation available from Truss Piste Inst -1 MiTek Industries Inc itut , 583 D'Onofrio Drive, Madison, WI 5]719 O VALL CY FRnmI11c, X012 (tcpAy Ti Lmv—j TRusSES 24•n.C. �,PpnRT,w��i / v ht LE V r . L ( V -f P. ) ,JRL_LE f 1:nc",62 F-- �o ILI 2-0 Z . PLAT6 `1411 9 Z'• lod AIMLa AT CKaI 7K,),S ok- hl.l_E.-I KElf�Ek - c,Ross SEGT10 t -j Res A loll Wil _ 1 � mm UA°` V C Iq N v O v •- ?O. ILI C Io 9 m m V f n c m e E 0 c Oa 02 Z g T— p J LZiaU r CPOII O A N _ — / m c m c 0 n rn o — - -- --• - --•— 'E m E c o a '+ .Ji E m m. a c o 7.14 /41.0, I_'P 2 by f I MAn. Z 0 a . Ql►rt£ /Au l nl TZ A2 nb m` 111rATin E�I 7cR vALLR�F T AT ,(4 o.L. ( ��i v m o o c - - o EAR,1 4 0'-o I M A x 3� -.-- r= r •q VMLL ov- .. -rf� �oFE ^!� s y = - n «� 6 %eo m \)SS (- �G. e 3 m �� `ZLO u m ` � tV + fACATN Roo T u_��cS Ch T TR�,6ES r = o a_ o c 'v N m m Un10ER, A4 -Lf 'I F ILL 19 `Oss ; m N — a v 0 o v z •Q %' C Ro55 SEC-rionl hT SEE WE -r I of 2 Foo OES)„N 7tjfoRn)f1T1OA1 .rrq CNI� ' "oso • _raa c f1.ndt'n •& Erection MilcOinncous Inlormntlon ur.cinq I0110 ian r7ye Ilnrdwnrc LVlnbr•r 7.�.iY� MiT k d �i I ai =' ” J m u rn X110 .+,1 d� m I�. FI� E u �' 8 n d _ �ml G f.+n.IM C+.•m.� ►q a^, lean, .•u doh anlumn di.l M +I....iL.1 bT ron dlnlpinr d Oln l.nnd b� r•1 +In+,n• I.IM .• nlr J.uu-1 n l,nrl�•. nun lnr .I• � •, 1 1irn++t+n 1 •••.�•^r Tn .q 1..1 •n..l...•. lino ..1 h I..q Lind Inch n.l I• d••+:f,nt m1 anln U+:n"dl Iarcn.uryn aal• ra+plrcn, ql .h and 6}bvloH Ivn In• .Il I+ 1-.I..u:rr".ro r r.11.l .�. ...>• ." t.� n ra nllm hUnnnl, rlatm a In lnl rani on L•h lrm n•p•nm Io.rl ^ n+ Ylrlr 6l w'n .11nn '•nl uaia dll�n \mint •ill lr•.h In/l ml.••/IN. Ind IF•n ul. .,1 •"n RDnf Cq-idnn• A•9��n`D = N j Ani 7t•S`f) •I.d M orr.•n, Ih k.+il ... b M Tl+.rd b Ihn ao.ra.w ...I r,n .. bury W I..r.r..V. r• ¢..limn. IM d•i I,* dlhn an.!! rinclvnl•�onrrt..l 11/+mnp'nnu, 1 Ihn dn•'•q� ....:• I.I..I ✓•••n Avl+ la rtmr, kcal 1•.lti.q aJa zl br rr'I.nl .,ra'nl.hrl .a.ln.;;l:, rl.an n.rd bn d IM ,:I •, pM• ^I lt...n .d nnrd o. b•un l.++na +++ar•d loM u, dom,, In.n IM o. Nn •f.cn ^nr✓ ®� f ) m m :c •• Cnp) ichi ) t�db. c C C u C N ro Im MJ l+rll pores Ihn dn:p, bdr Ea KWd b IRir.nn.,,DD NOI USE 1>L SILK. M. n:, d.• .) h gp.,4 M +a J.d, u;IrA hd,nrinl, Hc. h Wd+ d dr. Clnr!n.m I.dnl.df Ir-.h,.aJ try Iho.th:q, p Ihn AuoTnr,+ )ir+ dn.1 .rnlJ+, •nM In del:+i �. d 'ryn 1l pn ^d UC ^I n Gil Yf la GNARIER I.IEI.IOEP '•A'CH c_ a E 19?l,P n n ,D m . .+... b .r•ehd b k.aJ m+�r.n• • pepn ..kl++ .dn rd p.ca•II baud. q•rl •1 rd ell w. '^r d+�.pr. �.I �•Jc/rd. nrpo. .ti IM uneu.dldm •p, d do v..1 rM•.n m Iha padnl� lh•a.+Ys..• W lhe..n on,IJ+dr••:q. p.li,na nlaln.a 4x. p..d ll,.rn Yrai +. pm r,rn � d•:•+n . I ^ .i1i' ^ w Ih n r?� .�M:•. vm,rohn •I.n.l! t0^ ,.•-1 •. h IIn1 bf Ihn dm.m+a.. nln +lo tW.lua�J .`.m.' •eh ` �� D � 3 Q m 1` - ,.A.am•+, kc. . m r / rd na,y. •'n rrn+b,.r 4. Ih• I•b kJli..'+Ar.?m •Iwm1 nd lu�n a dny Ilryn •In4rui n. . ;fl.lrr•'• c/ rN'.'. /�l/y • -I, 1com Aeb 89 Brach i#late Ins u � u l� ,, 71 �• - nL�F BTn�� IST Z�7,T� 1 i f 1 i • N i� ' 1 Q+ I .111 y •r '� 71 7 rzr JT PEG I LSIF� o- O m Fp QrM �r64 . r c gn y' .(OJc ers an A NOTES ON ThG AND R � ER.' :'SIDE BEFORE USE wit ' e onnecl S4is design upon parameters shown, and is to ind! dual ins 1e13`� loaded ically. ApAc�bjlil I design parameters and proper inc oral 1 ity of rp9 ner not.gy� dt§gp .Bracing shown is for lateral support�of i�dividu I Tonal IempQ:a;y racirlq o insurzstabit' during construction is the responsibility`cr the ett'L r. nu icing of the al ._ 'jure is thew ponsibility of the building designer. For general guiPaA:e ality control, store g 14prQ,"$rection, and bracing, consult OST -88 Duality Standard, B. �� 'r n, and HIB -91 Handling Installatidn and Bracing Recommendation available Irom Tru S nofrio Drive, Madison, WI 53719 !� r MiTek Industries, I FL WARNING - Verify design aranterers enc n ON THlS.1, •') l F Design valid for use only with MITek connectors. This design is based only upon eters is f an individual building component to be installed and loaded vertically. Applicability of design paramet ro r oration bf component is responsibility of building designer - no: truss designer. Bracing shown is for laler ort o i I web members only. Additional temporary bracing 1 s 1p WiNdrring constructi responsibility o ere r. Additional permanent bracing of the overall structu�s�sib" rebuilding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult DST -88 Duality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Insl'tutP 5a;�nofrio Drive, Madison, WI 53719 LATERAL — BRACING MATERIAL 16d NAILS (SEE. NOTES 4 TRUSS WEB IdEMB •• �OQROFESSIp 01 � CN "�_ n' '. Mitek Industries, WEB BRACING RECOMMENDATIONS rL4)�MUM WEB FORCE (Ibs.) , 48" O.C. 72" O.C. X -BRACE 24" O.C. BAS' SIZE . I.ZATERLi1L TYPE BRACING MATERIAL TYPE BRACING I`L4TERIAL n PE D BRACING A B C D C I A B C D 4600* 4600* 4600* 6900* 1344 4600* * 4600 6900* 4034 6392 10'-0" 3942* * 5914 134-} 3942* 3942* 5914* 3942* 5914* 12'-0 3942* 3942* * 3450 5175* 3450* 5175* 1,4•_0- 3450* 3450* 3450* 5175* 134-4 3450" ` 3066* 3066* 3066* 4600* 134-4 3066* 3066* 4600* 3066 * 4600* 16'-0 1344 2760* 2760* 4140* 2760* 4140* 2760*' 2760* 2760* 4140* 3763* 1344 2509* 2509* 3763* 2509* 3763* 20'-0 2509* 2509 2509* . CONTROLLED By CONNECTION, GENERAL NOTES IYPEl BRACING _4ATERIAIS 1. x-ER4CINC IS F.ECUIRED TO TRANSF-UR T'nE CUU)AUL,T; E LA_ -1.:L EF^CE FORCE INTO TH= R00f A\DICR CEIL'NC DV.?HnAC4. -.HE DLIPH..ACM, IS' TO a DESIGNED EY A CUALIMED PPOF�IONAL ' THESE CALCULATIONS !-AS ED ON LAT,—.4L EPACE Cl?RYNC 7�. OF TSE ri� FORCE.Fri 1 X 4 IND. 45 SYP Z. r 3. X-2RACINC IJAI—��.4L A1UST SE. &kV7'SIZE .1-0 GRADE CR _ETR, AS 7HE L—.E7_�L CE 1. HAT IT N-CHC.�� VIES W VCI-f A �'E:.CH • -OR_ MATERIAL AND SHALL BE INST:.LLED c ETD ANN AT wPP.OX. 45 DEGR= AND SHALL E- KA!U=D AT (3-16d NAILS FOR 2X6 MA-R'A`) . 1 X 42 SRS (DF, HF, SPF) ir.tlSS KTN 2 -led COMMON WIRE f:AlLS. BRACE TO T.'.UcS K'fi}i 'WO 1U C01J1! ON K't�E N%�LS. (THP.EE 1Ed OR SYP) 4. CGt:NECT LATE= -^L .�.''CH t%,QS FOR 2X6 LATEiAL EF -:CES) 5. SPACE SHOULD BE.CCN'T1::000S AND SHoULD CV,RL,P AT LEAST 01:E TRUSS SPACE 3 2 X 3 7-13, STD, CONST (SPF, DF, F.F. FGR of DSICN A.':D 1:457A '+T,OtJ OF E?AC!1:C, CONSULT S. FOR ADDMONAL GUIDANCE RECASDINC OSB -e9 TEMPOR.,RY EPJ.CINC OF METAL PLATE CONNECTED 'HOOD _nUSSES Af:O H13-91 FOR RECOMMENDATIONS r-noM TRUSS PLlic flJSTli_ C 12 X 4 ,#'3, STD, CONST (SPF, OF, HF, OR SYP) tl,VDUNC II:STAUNC AND BRACINC SJ D'ONOr^nIO.OR'�E, "kDLsON. %L 53719. 7, SEE SEPERATE BUSS ENcI+JEERINC FOR DESIGN CF K'E3 !!E1!EE� SHOULD BE 3.S LONG ARD 0-1-67' IN DL 14 A. IN ACCORDANCE D 2 X 6 ,�,3 OR BETTER (S?F, DF, HF, OR SYP) a. I 6 991 SPECIFIED 1, FL WARNING - Verify design aranterers enc n ON THlS.1, •') l F Design valid for use only with MITek connectors. This design is based only upon eters is f an individual building component to be installed and loaded vertically. Applicability of design paramet ro r oration bf component is responsibility of building designer - no: truss designer. Bracing shown is for laler ort o i I web members only. Additional temporary bracing 1 s 1p WiNdrring constructi responsibility o ere r. Additional permanent bracing of the overall structu�s�sib" rebuilding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult DST -88 Duality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Insl'tutP 5a;�nofrio Drive, Madison, WI 53719 LATERAL — BRACING MATERIAL 16d NAILS (SEE. NOTES 4 TRUSS WEB IdEMB •• �OQROFESSIp 01 � CN "�_ n' '. kz�T,,,CF COCR � �Q> . - ICd Nr'JL NEAR SIDE -1 - IOd NAIL FAR SIDE IPL= CChFIGURATICN AND FSE LOCJ D01S FOR ILLUSFATION C THE LOCATION OFA BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6- FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). . DO NOT USE TO REPAIR JOINT SPLICES. NOT -ES: 1, THIS IS A SPECIFIC REPAIR DETAIL TO BE USED CNLY FOR ITS ORIGINAL 11•TENTION, THIS REPAIR DOES NOT II/,PLY THAT THE REMAINING PORTION c o _ I c n D. WHEN THE REQQU)RED RE�.F1Fj5 ARE PROPERLY APPLIDT�1 jf2U S,W.ILL9E PAB}5 GF SU PQRTIryG 7}J OROS INDICATED ON THE C IGNAL ENGINEERED CRA1'vtNC. u21A1'LrvEAt6ET5itAliSl ISE REiIJZt�( �r0'ST:N?lGihi�LtPC�fT1C�r/r9�BEFCRE� !J'' N--REWAIIR A�t�-AELD IUB CACE DURING AF LICA ICN OF REPAIR. Design v3fi r`� ENO P� `7"� ni Elp�t�ys g�@� I �E SUC me At p � �q � A� �j r O�OOSEN NG OF E CCl,'NECTORNUSUAL SPLITTINC OF THE ,PLOC. i\ ES AT THE JOINTS OR SPLICES. building 5°Rlg4!�TQf?.4Rnf� ®u�z F'rCiF��1Ck'e'" '_PRL"5^'1. �.�rl�a'�1@fE'RFTrliE11Q}t.ol , compongntTT;18SR�laiClPiri9f L4aill#C�F09TR L155 c gu69Ft4•y igfd r��F¢+y'r�,4IW7}y��`+�,gQ� Igppgp!gl!! ��val Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- — 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available Irom Truss &TWIR Plate Institute, 533 D'Onofrio Drive, Madison, wl 53719 MiTek Industries, Inc. 5% STANDARD REPAIR CETAIL FGR DROKEN CHORDS, v -ED, ST-REP01 A I AHD DAMAGED OR M SSItIG CHORD SPLICES `R MiTck Industries, Inc. Chcstcr(ieId,',1, =00 TOTAL IIULIBER OF MAXIIAUt.j FORCE LBSI 15^b LOAD DURATIONNAILS Or! EACH SIDE X (II)CHES)SYI SYP I DF SPF 11F �—o ��r--'=� OF BREAK' 2X4 2X6 '_X4 ?X6 2X6 12X4'12X6 �2Xa I2X I C14 12X4 21 I �4" i740 12610 1605 2407 1360.2040 1386 2079 f I 18 I 27 30- 2237 3356 2063 3095 17.79 2623 1782 2673 22 33 36" 2735 4102 2522 3793 2138 3206 2178 3267 F 26 39 42•' 3232 348 2981 4-071' 2526 3790 25743661 '0 ( 48•' 3729 15594 3;;0 5159 2915 4373 2910" 1-755 'DIVIDE EQUALLY FRONT AND BACK ` ATTACH 2X SCAB OF THE SAME SIZE AND GRADE AS THE EROKEN IAEMBER TO EACH FACE OF TRU (CENTERED CN BREAK OR SPLICE) VV/ CONSTRUCTION QUALITY .-'.DHE-1VE AND 1.Od CCIVIMON WIRE �pFS!"M (TWO ROWS FOR 2X 4, THREE R01NS FOR 2X 6) SPACED 3" O.C. STAGGERED AS SHOWN. (•14g DIA..'; ONO THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12. (C = PLATE LENGTH FOR SPLICE REPAIRS C4 �� THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCUL -,TED AS FOLLOWS: N F 9- +� �� L_ = (2) X + .0 . kz�T,,,CF COCR � �Q> . - ICd Nr'JL NEAR SIDE -1 - IOd NAIL FAR SIDE IPL= CChFIGURATICN AND FSE LOCJ D01S FOR ILLUSFATION C THE LOCATION OFA BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6- FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). . DO NOT USE TO REPAIR JOINT SPLICES. NOT -ES: 1, THIS IS A SPECIFIC REPAIR DETAIL TO BE USED CNLY FOR ITS ORIGINAL 11•TENTION, THIS REPAIR DOES NOT II/,PLY THAT THE REMAINING PORTION c o _ I c n D. WHEN THE REQQU)RED RE�.F1Fj5 ARE PROPERLY APPLIDT�1 jf2U S,W.ILL9E PAB}5 GF SU PQRTIryG 7}J OROS INDICATED ON THE C IGNAL ENGINEERED CRA1'vtNC. u21A1'LrvEAt6ET5itAliSl ISE REiIJZt�( �r0'ST:N?lGihi�LtPC�fT1C�r/r9�BEFCRE� !J'' N--REWAIIR A�t�-AELD IUB CACE DURING AF LICA ICN OF REPAIR. Design v3fi r`� ENO P� `7"� ni Elp�t�ys g�@� I �E SUC me At p � �q � A� �j r O�OOSEN NG OF E CCl,'NECTORNUSUAL SPLITTINC OF THE ,PLOC. i\ ES AT THE JOINTS OR SPLICES. building 5°Rlg4!�TQf?.4Rnf� ®u�z F'rCiF��1Ck'e'" '_PRL"5^'1. �.�rl�a'�1@fE'RFTrliE11Q}t.ol , compongntTT;18SR�laiClPiri9f L4aill#C�F09TR L155 c gu69Ft4•y igfd r��F¢+y'r�,4IW7}y��`+�,gQ� Igppgp!gl!! ��val Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- — 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available Irom Truss &TWIR Plate Institute, 533 D'Onofrio Drive, Madison, wl 53719 MiTek Industries, Inc. SCAB OVERHANG DETAIL. �H!s oE�ri�isFusA�iNc24pia�i�i�s �o MUNG RM Iml NAME V IV, t I l— 2X SCAB SAME GRADE & SIZE AS TOP CHORD Ll AS SHOWN NAILED TO ONE FACE OF TOP" CHORD W/2 ROWS OF 10d COMMON WIRE NAILS L'(24" MAX - ON c,TRUSS LORDING CONDITIONS LU c ROOF TRUSSES -cyp.3(}{34 TOP CHORD LIVE: 16 PSF TOP CHORD DEAD: 14 PSF ' .rrC:�✓l1 „��' BOTTOM CHORD DEAD: 10PSF �4 OF CA�TOTAL LOAD (PSF): 40 PSF STRESS INCREASE: 25% YVARNING - Verify desr;ir paraniet'ers and'RE-,A-D NOTE&ON-#YV,i Ain DLCD0r'C-fn17 Rc-- fj F Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of ' component is responsibility of building designer — not truss designer. Bracing shown is for lateral support of individual web members only. Additional• temporary bracing to insure stability during construction is the responsibility of the erector. ®� �. n. • ` ' Additional permanenf bracing of the overall structure is the responsibility of the building designer. For general guidance' regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 BracingSpecification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Ins"'ule, 587 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. LUMBER SPECIFIC GRAVITY UPLIFT CAPACITY/IN PENETRATION/NAIL Cd= 1.00 t Cd= 1.33 ' SPF(S) 0.36 11 15 SPF(N) 0.42 17 23 HF 0.43 18 24 . DF -L x0.50. 27 36 NOTE: F (1) MAX. PENETRATION = 2" REGARDLESS OF INCREASED PENETRATION LENGTH. - (2) TABLE VALUES ARE FOR CONNECTION BETWEEN TWO SOLID LUMBER MEMBERS., g 2" OFPENETRATION, 3-l6d CD��f NAILS TOE -NAIL INTO DF -L LUMBER, 1.33 �P�OF UPLIFT C4 ?A C11 T = J 6 x 2z - ti - 2�pONG y ti0 WARNLNG - Verify design pacaineters and READ NOTE^ ON THIS AND REVERSE SIDE BEFORE USE, esign valid for use only with MITek connectors. This design is based only upon par s1PI0E ra'7�}3ia0NrbifiiTK a building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of • 11 !* t CQ�+�Z q component is responsibility of building designer — not (cuss designer. Bracing shown is for lateral support of individual 1 web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection; and bracing, consult DST -88 Quality Standard, DSB- �� ' CNIi � t 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss lq\ Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719 ti MITek Industries, Inc. SOF CAL O DETAIL FOR COMMON AND END JACKS. STDJACK001 ITUIR MAX LOADING(pso SPACING 2-M BRACING TCLL 16.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 TOP CHORD Sheathed. BCLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied BCDL- .10.0 Code UBC/ANSI95 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF, DF -L No.2 , BOT CHORD 2 X 4 SPF, DF -L No.2 LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" MAX, SPLICE PLATES SHALL BE 3X6 ON TOP CHORD. -2-0-0 B-0-0 3 NOTE: TOP, CHORD PITCH: 4/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12' t SPACING= 24" O.C. ALL NAILS TO BE COMMON WIRE NAILS. SUPPORT AND CONNECTION (BY OTHERS) OR 2-16d DO NOT SPLIT LUMBER. TOE NAILS @ 4'-0" O.C. ALONG THE EXTENSION CONN. W/3 16d TOE NAILS OF TOP CHORD. 2 T ' - ' 3x4 - CONN. W/2 i Od TOE NAILS B-0-0 4 6-0-0 4-0-0 i.� zo0 i �XT b r -•-'L XT.Xo b -o-o CONN. W/3 16d TOE NAILS 2 _ BOTTOM CHORD LENGTH MAY BE 2'-0" 3X4= OR A BEARING BLOCK. Qo,OFF. 10 , 2-0-0 ` B-0-0 CONN, W/2 10d TOE NAILS 1��OlE CJ I UNG �"D Lu T cY WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE ' CC.1 19 Design valid for use only with MfTek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not :.fuss designer. Bracing shown is for lateral support of individual�yCIVIC , web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. - �� 'C O QQ` Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance CALE �o�_ ' 1 - regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- B9 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 O'Onofrio Drive, Madison, wt 51.719 - MiTek Indust ri es, Inc. Job, Truss Truss Typo DEMO CdP 1Zr-WA) . PIGGYBACK CONTINUOUS BRACING. _. _ .. _' PROVIDE ADEQUATE CONNECTION TO TRANSFER 0!c. X_uxtw.. f.' 20'-0" O.C. MAX AND AT ENDS OF OUT -OF -PLANE LOADS FROM PIGGYBACK TO MAIN PIGGYBACK TRUSS, REFER TO SEALED CONTINUOUS BRACING. TRUSS. ENGINEERING DRAWING. ' - - FOR PITCHED > B/12 ATTACH A 10'-0' LONG 2X4 !t2 Boo[-12H.F. OR BTR SCAB TO ONE FACE OF TRUSS WITH - 2 -ROWS OF 1013�OMMON WIRE NAILS SPACED AT 6' O.C. BASE TRUSS, REFER TO SEALED ENGINEERING. \ o . w IIIIuIM ' Ln 11� �'� a � �or_o v.,n,�r►-t Lirvi q ;o m 2X4 CONTINUOUS PURLINS, ATTACH WITH 2-10D 0"XB'X1/2' CDX PLYWOOD, ATTACHED TO EAGH > d 9 NAILS INTO EACH MEMBER. FOR SPACING REFER FACE WITH 4 -OD NAILS INTO EACH FACE OF G,� Uj 0. o Ta a -TO TOP CHORD DRAC-ING REQUIREMENT ON ;' MEMBER.. C4.. o = a N v 'BASE TRUSS ENGINEERING (4B" O.C. MAX). =0R- A r b _ _ 6'X4'-20GA NAIL ON PLATE ATTACHED TO EA - FACE a FACE WITH THREE 1-117 LONG i 1GA NAILS'I TCCo d 2 m a EACH FACE OF EACH MEMBER c� „ � o —OR— 2 = Z_ � �. o O EE '� c v= E THIS TRUSS IS DESIGNED TO SUPPORT VERTICAL LOADS 1 -PAIR OF SIMPSON H2.5•(OR EQUAL), ONE s .2.g H E AS DETERMINED BY OTHERS. VERIFICATION OF •CONNECTING PURLIN TO PIGGYBACKTRUS AO a N z a LOADING, DEFLECTION LIMITATIONS, FRAMING ONE CONNECTING THE PURLIN TO THE BA z & a 5 L m ; METHODS, WIND BRACING OR OTHER LATERAL BRACING A rn THAT, IS ALWAYS REQUIRED, IS THE RESPONSIBILITY OF TRUSS (40' O.C. MAXIMUIIA) O 3 THE PROJECT ARCHITECT OR ENGINEER. Y a m= o o c' ,STANDARD PIGGY13ACK CQNNECTIQN DETAIN m ROFESSIO " g sin"�322 ♦ L C �. r m = EXP o ° E Q• � o c a n E JaJ. CMA- �+ = v n E V, rn E n ' q� OF CAUFO� r r r1UTt5 1 MAX. SLOPE/GRADE FOH (LEVELED —D 1 -PROVIDE LATERAL SUPPORT FOR TOP .BOTTOM CIIORD h CHORD WITH SHEATHING (BY OTHERS) HOTL.fOH C01L11LCIlOH 2 --AX. WEB LENGTH WITHOUT BRACE Of VALLEY IbUSS 10 � —r '1'-9- WITH BNACE 12'-0-. - C611110111huSSSLE 2.4 110.2 DF -L 1? /11 h )-THIS DESIGN CHECKED FOR 120 H.P.H. OL TAIL 'Ll' 011'C' ( — WIND LOAD. 2.6 110.2 DF -L (DET.D) I7�12 t 4 -ALL PLATES AAE TO BE HITER-20'S 7 1+L1) THU51 DLIAIL-D _ 5-RE':EL VALLEY TRUSSES FOR pLACEMEIIT ,C] "I,�VALLEY -T US[ 2 -Ica n:1Ls UN CU�L,L.1. TRUSS, OR USE DET. •A' 1HU5S— ,ewEur Iwau-(uAY.110 N. P. 11. wIhO1 6 -FOR CONNECTING VALLEY TRUSSES 70TNuSSw/Z- 1 TO C(jr�ON TRUSS, USE DET."B' OR 'C' 109 HAILS 1 -IF TOP CHORD LATERAL^BRACING -_ REQUIRED IS LESS THAN PACING OF ~ - VALLEY TRUSSES 24' 0. C. THEN luYG1YjHD ut COMWO# ADOITIONAL 1.1 �PACIHG IS)REQUIRED. Ihua 4•I B - I.)TESAL BPA�INC 511 ALL' ILED ULTAILuA —. W MIN. 7-10 NAILS. BE NAOk TAIL- U 1VA1l LY -- - / IIwSS ' .SAN I 1 2003 �t- /�- HURRICMIC CLIP . UE TA IL - C • r r_Urlor'-O' Lx. �/!iq ) 1 ^ 711 A r CO"u0H T HuSSLS ! �ACK i musy J l iI II II IUGC PAHTIAt. HOOF LAYOUT ]•5 4'4 - Jt [-�(` y•�.,, Or T. SYLICL — \ 12 ]•5 / ( 2 TO 11 12 '�� GFCAU��------- 21, Id A7L l i u —sYuu. AUOUT f ., ALLEY .TRUSS DETAIL ' 4 ]'S "A><- 4' -Or �— --= -- ----- - ---siC�2/ 20 3 , 2•] 10'-u' To 3e' -0r )� r. u,C,�r� l (lac Lon _ Alu rclllnlrou, hlu1n 11.ar1 _(L .c nB Idolm•lion Colncclnl Il. nlwae Lunllav 'iTil_�1 hIITck Industrie 9, Inc, __ - .. a-. .. r J 1. c•� �r. M .. a' o, 1..�. .r b a a. a..y- a .. ri 1 .. r•..y r�.n 1. C=n :l 11 l...• n.. �.,r,..l n ^-Wrl.. n.,; t-. p.l. 3110 C,4d C-1 Dr. 1110 1�.•• ... �..�"r r. .q a.-v•�. mrv."...a r Lr..1 ...n.i .+r ...u..a .a .rr.a.. Irl. , w. . .��,.ie. ..� R.nchc Conch ,CA 15171 _ ,... a •......` ..... ..,... ..• u >!.a rr u.r n n..n.q r<n. vrgl. c� .rr...e .•a b.••a.i..a w.. ,. n1. .,. J.1 wn a .. hr J.Jm Wn 1.- "rrW rn w•.. .<o.••. w a_.II .. w a wawa a r. ry LA+J.s^i1•'•..n,..u."...y.......�,..-, wr.r.....n.. �✓•11>.d a•...•.�..niw.wl,.ru.u.l .d.w.d vl..r. py p�- (!00)71131sIFAx(11r)(JL1?7I ,..I .. rl. y al. ••-� . lu-a�• 1 rr 1n. ... 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" 1'.6 Ndr 1 6 DN 1 y 77 vOG 000'000 4b • 011 1'a'a I 'OH 111411 000•'009'1 Sb co001 "1 %I'& t 'ON 111�4t 000'OOL'I 4b 54111• •1'a'a 1 'ON OIL 000'009'1 46 4011 'l *-1'6 L 'OH OI"Xt 000'000 66 04k1 *l'd•a I "ON 4X11 000'009'1 elb 01111 a a 11 -OH 4x11 000'OOL'I 4b 4b+1 1 "ON 9)4L 000.'009'1 4b 01fc1 "I -i'a t "OH 97(11 000'00L'1 �• 4b ;f Ll "1•a•d I 'OH lint 000'009'1 Sb 011 1'a'a 11 'O)q i �L as ad1.l OHV 9-Vr, �aaHn'I • _ 4anllr a�14nt"d�/ aZl4 a4n HI 11441.Ho'7 a-dnlaloH .•/ bl of loH -0A4Hn1 '4HoIlW10171+/l) HI 0a9n (-d?)-taaHaH AAIlllada-d '�'o ,�11 1V aaH�Ivac1 9�lV aa2i4 41lalaV� 11V 't • 41-1011v1MlV'? HI.aa4n a4VaHl 44a,i14 /�l 1 411 ON I UCI;•LI ,LVUL J.'4JHIYIJI .CNIJI19CCRIIN'OULJ4JIJUJ NV OU r � West PointE� znee�z December 27, 20021, SEM. State. Carrponentsr Irrc.. Attention: Mr. Wayne Campbell P.U. Box 4077 Kill Vni'it, Arizona 86401 1ZE: Pre -Fabricated Wood Trusses Gavle In -.Fill Studding Dear Strcart: Y. e have .reviewed the 'desia t qf'gable"ercd trusses concerning the ijpical construction.�pac..iice of providing "in' fzll" studding between �th.e truss members to foryn part of a able roof e' nd wall. These end fill stu.4 are nal part of the truss structure and Erre Fiat required to be shaffit on the truss -shop drawirtg which denotes the structural truss members, connector sizes, .materials, sirtrcttrral. tnertrber forces? structural braeing- requ:ir-etnerds arrd reactions. Please note that these itt fill studs sho' uld be.2x3 material up to 7'-0" in height and 2x4 material ti to 91 " in hei�4i1, spaced 24'" an centers with a ndnim. . grade a " d mteri°al of 'tarrdsrrl.artd 4 . .Better Douglas"FhrEarch. - Pre studs should be attached at each end with'2i3 "Miter" A120 steel conftector pirate pairs,or 3 -16 gage, 718" staples w,&ji a 31.4" crou n, at each studface.. ff these in -fill s tuds are knocked loose during construction they can be reinstalled with .3 - .13.12"a 3 "power driven teenai s, or 3-1{d bex toenails at each start ent . %f you'haue any questions.ar require further assistance with t1dS Matter, please contact our office. LJ C p (� . 3 Sincerely; No. 460 ?' .lack Trummer PA, Exp. LP • TF OF C AU�op,� 72O1 North Dreamy draw DriVe Suite 150 ,poen&, Aruna 85020 0 W. I Truss Technologyj 0 WTCA 4 - 2002, NATIONAL STANDARD AND RECOMMENDED GUIDELINES ON - RESPONSIBILITIES FOR CONSTRUCTION USING METAL PLATE CONNECTED WOOD TRUSSES= ANSI/TPI/WTCA 4 - 2002 Approved August 1, 2002 .O INTRODUCTION: NATIONAL ; produces all or part of the Building Structural System STANDARD AND RECOMMENDED Design Documents. GUIDELINES In 1995, the Wood Truss Council of America (WTCA) 2.2-'. -Building: A structure intended for supporting or sheltering a specific use or occupancy published WTCA 1-1995, Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses. WTCA 1-1995 was 2.3 Building Structural System: The completed published through an open consensus based combination. of Structural Elements, Trusses, committee approach and provided a guideline involving connections and systems, which serve to support responsibilities associated with the use of metal plate I the Building's self weight, the applicable live load, connected wood trusses ("Trusses") in construction. i and environmental loads. The purpose of this document is to:.(a) define as a 2.4, Building Designer: The Owner of the Building or the • Standard the usual duties and,,responsibilities of the individual or organization who contracts with the Truss Manufacturer and Truss Designer for the benefit Owner for the design of the Building Structural System of the Owner, Building Designer and Contractor . and/or who produces the Building Structural System ((eferred to as the "Standard"); and (b). to provide Design Documents. The Building Designer may be recommended guidelines to the Owner, Building an Architect (see Section 2.1) or ,Engineer (see Designer and Contractor on matters related to the Section 2.8). use of Trusses (referred to as the "Guidelines"). A proper recognition of the Standard and Guidelines 2.5 Building Structural System Design Documents: The involving Trusses will result in better understanding architectural drawings, structural drawings, and any of the expectations of all involved in construction other drawings, specifications and addenda, which using trusses, more effective and efficient use of set forth the overall structural design of the Building trusses, and safer and more economic structures. Structural System. As parties may expand or limit their individual .2.6 Contract: A legally recognized document between two responsibilities by contract or agreement, the or more parties and includes the agreement between Standard should not be used to establish legal the Truss Manufacturer and its customer which sets responsibilities where such` responsibilities are forth the terms and conditions (and scope of work) otherwise established in a contract or agreement. The applicable to the Truss Manufacturer. Standard however will likely be used as the framework establishing a Truss Manufacturer's and Truss 2.7 Contractor: The Owner of the Building orthe individual Designer's scope of work in their contracts for the ? or organization who contracts with the Owner for the design, manufacturing, sale and/or delivery of s construction of the Building Structural System. Trusses. 2.8 ; Engineer: Any registered engineer who designs all or 2.0 DEFINITIONS ; a part of the Building Structural System and/or who produces all or a part of the Building Structural 2.1 Architect: Any registered architect who designs all or System Design Documents. apart of the Building Structural System and/or who I 020814 RespD [WTCA-4] Copyright © 2002 Truss Plate Institute, Inc., Madison, Wisconsin U.S.A. and Wood Truss Council of America, Inc., Madison, Wisconsin U.S.A. All rights reserved under International and Pan-American copyright conventions. 2.9 Legal Requirements: Applicable provisions of all statutes, laws, rules, regulations, ordinances, codes, or orders of any governmental authority of the United States of America, any state, and any political subdivision or quasi -governmental authority of any of the same, including, but not limited to, departments, commissions, boards, bureaus, agencies, counties, municipalities, provinces, and other instrumentalities. 2.18 Truss Manufacturer. An' individual or organization regularly engaged in the manufacturing of Trusses and who manufactures Trusses and who may supply Structural Elements for the Building Structural System. 2.19 Truss Placement Plan: The drawing supplied by the Truss Manufacturer identifying the location assumed for each Truss. 2.10 Local Building Official: The individual or organization 2.20 Truss Submittals: The Truss Design Drawings, and who in accordance with the Legal Requirements may the Truss Placement Plan if required by the Contract, impose requirements on Truss Manufacturers and submitted to the Local Building Official, Owner, Truss Designers relating to the Trusses and the Truss Building Designer and/or Contractor for their review Submittals. I and/or approval. 2.11 Owner: The individual or organization who owns the Building, and: (a) either designs and prepares, or retains the Building Designer to design and prepare, the Building's Structural System and the Building Structural System Design Documents; and (b) either constructs, or retains the Contractor to construct, the Building's Structural System. 2.12 Structural Element: A single joist, rafter, beam, or other structural member (not including the Trusses) designed by others and supplied for the Building Structural System by either the Truss Manufacturer or others. 2.13 Structural Element Submittals: Documentation relating to the Structural Elements that are supplied by the Truss Manufacturer, if required by the Contract, submitted by the Truss Manufacturer to the Local Building Official, Owner, Building Designer and/or Contractor for their review and/or approval. 2.14 Truss: An individual metal plate connected wood element manufactured by the Truss Manufacturer, and supplied for the Building Structural System. 2.15 Truss Designer: The individual or organization responsible for the design of Trusses in accordance with this Standard; the Truss Design Standard and all Legal Requirements. The Truss Designer is also referred to as a Truss Design Engineer when the Truss design calculations and/or Truss Design Drawings resulting from the design of the Trusses shall be sealed by an Engineer. 2.16 Truss Design Drawing: The graphic depiction of an individual Truss. 2.17 Truss Design Standard. The latest approved edition of ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction. 3.0 REQUIREMENTS OF BUILDING OWNER AND QUALIFICATIONS OF BUILDING DESIGNER AND CONTRACTOR 3.1 To the extent the Legal Requirements require the involvement of an Architect or Engineer as Building Designer, the Owner and not the Truss Manufacturer or Truss Designer, shall be responsible to comply with such requirements. 3.2 To the extent the Legal Requirements require the involvement of a licensed Contractor, the Owner and not the Truss Manufacturer or Truss Designer, shall be responsible to comply with such requirements. 3.3 The Owner, either directly or by Contract with the Building Designer and/or the Contractor (and not the Truss Manufacturer or Truss Designer except as otherwise set forth in this Standard), shall be responsible for all matters of the design and construction of the Building Structural System in accordance with all Legal Requirements. 4.0 BUILDING STRUCTURAL SYSTEM DESIGN DOCUMENTS 4.1 The Building Structural System Design Documents shall provide that the intended function of each Structural Element and Truss shall not be affected by adverse influences including, but not limited to: moisture, temperature, and corrosive chemicals and gases. 4.2 The Building Structural System Design Documents shall be sufficiently accurate and reliable to be used for facilitating the supply of the Structural Elements and for developing the design of the Trusses for the Building, and shall provide the following: Copyright © 2002 Truss Plate Institute, Inc., Madison, Wisconsin U.S.A. and Wood Truss Council of America, Inc., Madison, Wisconsin U.S.A. All rights reserved under International and Pan-American copyright conventions. r � �J • L J .7 4.2.1 All Structural Element and Truss orientations and locations; 4.2.2 . Information to fully determine all Truss profiles; 4.2.3 All Structural Element and Truss bearing conditions; 4.2.4 The location, direction, and magnitude of all dead and live loads applicable to each Structural Element and Truss including, but not limited to, loads attributable to: roof, floor, partition, mechanical, fire sprinkler, attic, storage, rain, wind, snow, snow drift, and seismic forces; 4.2.5 All Structural Element and Truss anchorage designs required to resist uplift, gravity, and lateral loads; 4.2.6 Allowable vertical and horizontal deflection criteria; 4.2.7 Proper transfer of design loads affecting the Structural Elements and Trusses; 4.2.8 Adequate connections between Trusses and between Structural Elements, including Truss to Structural Element connections, except as noted in the Truss Design Standard. I - 4.3 The Truss Manufacturer and Truss Designer shall not be responsible for trie adequacy of the design of the Building Structural System or the adequacy of the Building Structural System Design Documents. The Truss Manufacturer and Truss Designer are not responsible to evaluate the effect of the Trusses designed on the Building's Structural System. The Truss Manufacturer is furthermore not responsible to evaluate the effect of the Structural Elements i ,Contract or as set forth in the Building Structural System Design Documents, shall determine the ' requirements of, provide all materials for, and install adequate temporary bracing for the Building Structural I System. 5.3: The Truss Manufacturer and Truss Designer shall not be responsible to review or inspect Trusses delivered i or to review and inspect Trusses after erection for I any problems, including dislodged/missing connectors, cracked, dislodged or broken members, or any other damage that may impair the structural integrity of the Truss. In the event that damage to the Truss is discovered that would likely impair the structural integrity of the Truss, the area within the Building shall remain clear and free of plumbing, electrical, mechanical, bridging, bracing, etc., until such field repairs have been properly completed. 5.4 4 Where required by Contract, the Truss Manufacturer shall be notified in writing as to the need and extent 1 of any Truss repair or replacement required. In such f event, all Truss repairs shall be approved in writing by a Truss Designer or other qualified person prior to } the performance of the repair. 5.51 The Truss Manufacturer and Truss Designer are not ' responsible for, nor do the Truss Manufacturer and Truss Designer have control of, construction means, methods,, techniques, sequences, procedures, programs and safety in connection with the handling, 1 storing, installation and bracing of the Trusses. The 1 Truss Manufacturer and Truss Designer are furthermore not responsible for the failure to carry out the construction work related to the Trusses and the Structural Elements in accordance with the handling and installation information and/or the Building Structural System Design Documents. supplied on the Building Structural System. 6 5.6 The Truss Manufacturer and Truss Designer are not ' responsible for the permanent bracing for the Building, 5.0 CONSTRUCTION RELATED ITEMS i including all the Trusses and Structural Elements. Although the approximate location for permanent 5.1 Truss Submittals and Structural Element Submittals, bracing of Truss members subject to buckling due to and any supplemental information provided by the j compression forces will be indicated -on the Truss Truss Manufacturer, shall be provided to, the i Design Drawings to prevent truss member buckling Contractor or the individual or organization responsible due to design loads, it is the responsibility of others for the installation of the Trusses and Structural to specify how the permanent lateral bracing is to be Elements. I anchored or restrained to prevent lateral movement if all Truss members buckle together. Consideration 5.2 The Truss Manufacturer and Truss Designer shall not (shall be given to one of the following methods for be responsible for determining appropriate field . providing this.restraint or anchorage: (a) anchorage storage, handling, and installation measures for the I to end walls designed to resist the lateral loading; (b) Trusses and Structural Elements. Either the Owner, ` permanent diagonal bracing in the plane of the Truss Building Designer or Contractor, as determined by members; or (c) other means when demonstrated by the Building Designer or other qualified person to provide equivalent lateral resistance. Copyright © 2002 Truss Plate Institute, Inc., Madison, Wisconsin U.S.A. and Wood Truss Council of America, Inc., Madison, Wisconsin U.S.A. All rights reserved under International and Pan-American copyright conventions.I , 6.0 TRUSS MANUFACTURER RESPONSIBILITIES 7.0 TRUSS DESIGNER RESPONSIBILITIES 6.1 The Truss Manufacturer shall communicate the truss 7.1 design criteria and requirements from the Building Structural System Design Documents and those requirements "set forth in writing by the Owner, Building Designer or Contractor, to the Truss Designer. 6.2 Where required by Contract, Legal Requirements or the Local Building Official, the Truss Manufacturer shall provide Truss Design Drawing(s) sealed by a 7.2 Truss Design Engineer. 6.3 Where required by Contract, Legal Requirements or 7.3 the Local Building Official, the Truss Manufacturer shall submit the Truss Submittals and Structural Element Submittals to the Local Building Official, Owner, Building Designer and/or Contractor for review and/or approval. 6.4 In preparing the Truss Submittals and the Structural Element Submittals, the Truss Manufacturer shall rely on the accuracy and completeness of information furnished in writing by the Owner, Building Designer 7.4 or Contractor, and by the Building Structural System Design Documents. 6.5 The Truss Manufacturer shall manufacture the Trusses in accordance with the final and approved (if applicable) Truss Design Drawings, using the quality criteria required of the Truss Design Standard. 6.6 Where required by the Contract, the Truss Manufacturer shall prepare the Truss Placement Plan. The Truss Placement Plan shall be permitted to include identifying marks for other products, including Structural Elements otherwise supplied by the Truss Manufacturer so that they may be more easily identified by the Contractor during'field erection. As the Truss Placement Plan serves only as a guide for Truss installation and requires no engineering input, it does not require the seal of a Truss Design Engineer. The Truss Designer shall prepare the Truss Design Drawings based on the Truss design criteria and requirements set forth in writing by the Owner, Building Designer or Contractor, by the Building Structural System Design Documents, and in conformance with the requirements set forth in the Truss Design Standard. The Truss Designer is only responsible for the singular element design depicted on the Truss Design Drawing. The Truss Designer is also referred to as a Truss Design Engineer when the Truss design calculations and/or Truss Design Drawings resulting from the design of the Trusses shall be sealed by an engineer as required by*the Contract, the Legal Requirements or the Local Building Official. The Truss Design Engineer shall define the scope of work undertaken with respect to sealed Truss Design Drawings as required by Legal Requirements. To the greatest extent possible, repair designs shall be based on: applicable wood engineering standards such as the Truss Design Standard, the National Design Specification® for Wood Construction, NDS® and other code recognized reports and standards; design loads specified in the Building Structural System Design Documents, or otherwise specified in writing, and used in the preparation of the original Truss Design Drawing(s); the determination of forces and moments present at the repair location based on structural analysis; and reevaluation of all member stresses and deflections and joint designs (plating) for the repaired condition using the Truss Design Standard design criteria. WTCA Commentary to ANSI/TPI/WTCA 4-2002 document has been produced in conjunction with this document. Available at www.woodtruss.com These recommendations should not be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. ANSI -accredited standards developer: Wood Tfus's_Council-flAmerica r -Truss- ate_instinutl One- CA--C-enter= 583 D'Onofrio Dr., Ste. F7 � 11 11 i, -7 , w 6300 Enterprise Lane • Madison, WI 53719 Madison, W11 53719 I n �E I 1M ,_' E i I w 608/274-1849.608/274-3329 (fax) 608/833-5900. 608/_833-43 www.woodtruss�com • wtca@ ow odtruss.com WWW.tpi Inst.org • Charlie@tK Copyright © 2002 Truss Plate Institute, Inc., Madison, Wisconsin U.S.A. and Wood Truss Council of America, Inc., Madison, Wisconsin U.S.A. All rights reserved under International and Pan-American copyright conventions. Reproduction of this document, in any form, is prohibited without written permission. This document should appear in more than one color. U • 1 . a-0-0 o. 0 Q, coe I R04G 1807E PLF DRA- STACK CHIMNEY GO^ CHIMNEY OS ' O p GG �i • �� I •,€ G• STACK E N \p 7 • II b OI , I N �0 0 I (7 00 I J O '1 Joe I I �pdyll JACKS N N N G 3 Nj Oi' V ! I m f� �I y - •; - �• J03 \�\O.\ e I I li�i O� J03 I V f USE 2UP 0X4 PRESSURE KB LOCKING WITH • pl .1I (5)�' RO ; i I II �f ' �1I 2-•16d TOENAILS OR SIMPSON U24 N ILS j p i BOTTOM CHORDS. - - .• ,{ _ I I/ •.� - • "r' USE 3-16d TOENAILS @ TOP CHORDS. R07 /• II + I 1 I - s , I R08 O it i I I E I ALL HANGERS TO BE•SIMPSON OR EQUAL• I 20007f DRAG / i n l• I' i ` L1 N i I /R11 i I i ^ Q C A l 11 J04B 0 .. t s •, / e p - 'I .. - {. I 103• m / _ CHIMNEY .\ i ♦ I LL ' • STACK . r • ! I — F U R23G ` ,J • �{, -I 0 • R34•I O T 0 O' 0 # 0 r .R141-8-4 Sen OQ•. _ _ t ,CHIMNEY P A/A ..2-7-8 S' 2 .O STACK \ S03 SO4 - - O - s,' 0 . ( R O W •ti G CHIMNEY i •R •� .. w - - +. -.t' I - 9 - 1-7-0 I R24A 04 of 03 I❑' " 2 r J J 04 I 7 God D r I I 10 1 •. } } O J02 I- • N #I ' SOB • r -O O 0?, s' r J.'4 O. 6 -0 S09R2, SOB • P r T s u 6 _ �� J7 Li I s . to 77 ,, ■ ' dry•• o - . - .. - . I _ r • _ _ ,=. _ f . _ _ _.. _ _ _ _ - _ i ...�,...._ - R, I _ - .R61 A 200077 DRAG • I ' J03 In Co 12-0-0 000 rA• CH MNEY 'C O m �• I '• 8 'P. F i- o GG. .4 ^.''.�, - ,-• .�i,{ ;I r-�\\� • r - SO."•CO - RZAE3; �. t0 O 7 K Q 0 'JO SO r J02 • J02 . .t:• .I # / so 20 o DRAG i N o so" r a o° r I i So D \.N >dl 6) R I N J- _ '+ f _ , to - 0 S A K' (5 3 Q b N �. r. i _ I cl e) R NM 01 If) w 0 a MG i 2-0_77-0 r 17 { 21 U y I o .. • 7 -- I ' -1 1-5_2 2 0077 DRAG\ 7 a o s-la . _ f' M _ �, j Q ro � o r F` r-o- ' ;.. 't2-0-0 y5_6A�i 4Jrm J ' 19 0' *r IL r ° SUN STATE COMPONENTS OF N. ARIZONA ! r 0 m + J 2 d P.O. BOX 4077 L 0-1-8 R46G j CHAMPION FRAMERS , > '1-10-8 Raz 0 # 4505 MOHAVE AIRPORT II�w• o DRIVE CD • Raz p KINGMAN, ARIZONA . 4-0_0 N — 86402r ' TRADITIONS L6T-30 48il - ' y re a�a: cs„n.mH — i —� - PHONE: (928) 757-2700 - Scale: 1 : 134 Date: 12/27/2004 Orawn B II S 1 y MiTek u- +� J--�`� 1� .. .lWT'i:.l� lliYY�L7e5�, hili " . 7777 Greenback Lane Suite::1t19: Citrus Heights-,CA;,956 a- Telephone:9W676=1900' Ile -.)_C �-30' 'Fax-MI6764909 = CHA PIONlLOT30-THETRADI- .ONS t The: truss drawin_g(s) `referenced below have been prepared=by Mi -Tek Industries;, Inc_ ander- my- direct -supervision - based on3he parameters_provided try.Sun-State- Components-Kingman;,AZ_. Ra_ges or -sheds covered:.Oy.this seal: R14744242-Airu 814744342* My, license renewal date_for the.state of Califomia.is: .June30-- 2006_ - o OQ�OFESS/pN� i A B pF COyc N0. C66424 * EXR 6-30-06 * , sx CIVIC q�FOF CAI-* ` January,, 3,2005. Bour z;James The seal -on, drawings:.indicate:acceptance<of.professional-engineering;responsibility,-solely-for:fe- 3russzomponents-shown: The-suitability.and-use of this component for -any particular- building ;is the. responsibility of.the building.des_igner,,per ANSWRI-2002 Chapter I s Job Truss " Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS PLATES GRIP TCLL 16.0 Plates Increase ' 1.25 TC 0.76 Vert(LL) -0.04 F -G. >999 814744242 LOT -30 CG01 MONO TRUSS 7 1 BCLL 0.0 Rep.Stress Incr NO WB 0.77 Horz(TL) 0.03 F n/a BCDL 10.0 Job Reference (optional) A d, 6- 0-12 6-0-12 u.uuv a aun c cvw wn r ch nrukuurcb, rnr;. r nu UCG au r o:ysr.4v cuuw rage 1 0-0-0 11-3-0 11- 12 5-2A 0-0-12 • Scale = 1:19.8 3x8 M1120 .II D E 0-0-054 M1120 11 - - 4x6 MI120-M I 6.0-12 I 11-3-0 11-x-12 6-0-12 5.24 0-0-12 Plate Offsets (Xy): (A:0-3-0.0-3-2) LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase ' 1.25 TC 0.76 Vert(LL) -0.04 F -G. >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC - 0.63 Vert(TL) -0.11 F -G >999 BCLL 0.0 Rep.Stress Incr NO WB 0.77 Horz(TL) 0.03 F n/a BCDL 10.0 Code 4 UBC97/ANSi95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 43 lb LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-11-9 oc purlins, except end verticals. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD *Except* D -F 2 X 4 HFSPF No.2 SLIDER Left 2 X 4 HFSPF Stud/STD 3-0-10 • r. REACTIONS (Ib/size) A=526/0-3-8, F=1100/0-3-8 Max Horz A=169(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-13=-1471, B -C=-1393, C -D=-243, D -E=-11, D-17=517 BOT CHORD A -G=1387, F -G=1387 WEBS C-6=131, C -F=-1311 NOTES (3) _ 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7.93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per FESS QEi� /Q) Table No. 16-B, UBC -97. 3) Loads, bracing and application to be reviewed by Engineer Record Governing Jurisdiction. �Q q( S K BOOS F" spacing, of and/or �� LOAD CASE(S) Standard _C0 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 /7 -Trapezoidal Loads (plo NO. C66424 Vert: A=0.0 -to -F=-56.6, A= -0.0 -to -D=-227.6, D= -227.6 -to -E=-231.9 EXP. 6-30-06 * �1X CIV1\_ 9�FOF CAl-W January 3,2005 ® WARNDlt7 • Ver(y design paramaten and READ NOTES oN Tms AND D7cLDDED mn= REFERENce PAG& AFD•7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MkTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, of ApplicobTly of design paramenters and proper incorporation of component is responsibility of building designer. not truss designer. Bracing shown CA, 95610= is for lateral supportof individual web members only. Additional temporary bracing to insure stability during construction a the responsibility, of the bracing the • �� erector. Additional permanent of overall structure a the responsibility, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M iTek Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.04 E -F >999 R14744243 LOT -30 CGOtA MONO TRUSS 1 1 BCLL 0.0 CI IAI -m KA Horz(TL) 0.01 E n/a BCDL 10.0 Job Reference (optional) — - — - — -- - — --• • • —r •-••--•-•• ^- �r ••••••••--••••• v.vvv ,•fir• a �vv,s rve 1 civ IIIuuJlllkSJr II IV. I Ilu uuu au IJ.4u.z 1 4uu4 rage 1 --0 5-2-13 10-5-1 10- 13 5-2-13 5.2-4 0-0-12 3x8M1120 IScale = 1:19.6 C D ri r c i 8x8 M1120 ' 5-2-13 1D-5-1 5-2-13 5.2.4 4x6 M1126.0�9 , 10-5-13 0-0-12 nate upsets tX,r/: [G:Edge,u-ra] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.04 E -F >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.10 E -F >999 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.01 E n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min 11defl = 360 Weight: 44 Ib LUMBER BRACING r TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-10-13 oc purlins, except end verticals. BOT CHORD 2 X 4 HFSPF No.2 ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD *Except* C -E 2 X 4 HFSPF No.2 REACTIONS (Ib/size) G=564/0-3-8, E=1050/0-3-8 Max Horz G=185(load case 5) FORCES (lb) - First Load Case Only r TOP CHORD A -B=-1326, B -C=-241, C -D=-11, C -E=-508, A -G=-518 BOT CHORD F -G=314, E-17=1266 WEBS B -F=9, B -E=-1187. A -F=958 NOTES (3) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psi bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 y per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 3) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. Q?,OFESS/ON A- Bpi �S Fti LOAD CASE(S) Standard 00, 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: G= -5.0 -to -E=56.6, A= -20.0 -to -C=-227.7, C= -227.7 -to -D=-231.9 N . C66424 ;v * EXP. 6-30-06 CIVIC - 9�FOF CALF January 3,2005 ® WARNING - Vert f y design pasametere and READ•NOTES ON TMS AND INCLDDED Ali = REFERENCE PAGE hm.7473 HEFORS VSE, 7777 Greenback Lane w® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 4 for an individual building component. Suite 109 - Applicability of design paromenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Cllrus Heights, CA, 95610�v_ is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure's the responsibility the building M �iTe�� of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Ouallty Criteria. DSB-89 and BCSII Building Component 4 m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. M I Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 R14744244 LOT -30 CG01B MONO TRUSS 1 1 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.11 F -G >999 BCLL 0.0 Job Reference (optional) pUN .7 TIM C liumrulliClv 10, HL, wine RUUK 5-9-14 5-9-14 a a 2 D.000 5 Jun ? LUUO Ivu I en nluubtnes, Inu. 1 nu Lieu OU I a:4U:z i LUu4 rage T 0.0-0 11-0-2 11 Q114 5-24 0-0-12 y Scale = 1:19.7 3x8 M1120 II D E 3x8 Mf120 II 4x6 M1120-0=0 5.9-14 11-0-2 114 V 5-9-14 5-2.4 0-0-12 male uTT5el5 (A, T): imou-O-O,COgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.04 F -G >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.11 F -G >999 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.03 F n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 42 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD • Sheathed or 5-1-6 oc purlins, except end verticals. BOT CHORD 2 X 4 HFSPF N6.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 'Except' D -F 2 X 4 HFSPF No.2 SLIDER Left 2 X 4 HFSPF Stud/STD 2-9-13 REACTIONS (Ib/size) A=514/0-3-8, F=1077/0-3-8 Max Horz A=167(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A -B=-1396, B -C=-1322, C -D=-244, D -E=-11, D -F=-520 BOT CHORD A -G=1313, F -G=1313 WEBS C -G=120, C -F=-1230 NOTES (3) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per - Table No. 16-B, UBC -97. 3) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard 1) Regular, Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: A=0.0 -to -F=-56.6, A=0.0 -to -D=-227.6, D= -227.6 -to -E=-231.9 ® WARNING - Verth design parameters and READ NOTES ON 7107S AND INCLODED WTER REFERENCE PADS MR -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the resporuibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety information available from Truss Plate Institute. 583 D'Onohio Drive, Madison, VA 53719. QROFESS/p� 'S A. BO&<� c N.C66424 �A * EXP. 6-30-06 ST C10 - OF C li_\E January 3,2005 7777 Greenback Lane --® Suite 109 Citrus Heights, CA, 95610�� MOW 4 Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS SLIDER Leff 2 X 4 HFSPF Stud/STD 2-0-9 ' SPACING 1 2-0-0 CSI DEFL + R14744245 LOT -30 CG02 MONO TRUSS 2. 1 Vert(LL) -0.04 G -H ? Lumber Increase 1.25 Job Reference (optional) ""--I VVIYIr VI\LI\IJ, f\II\VIYI/'+I\ , IVIG IJGI• O -0-G 4-1-3 413 r w• A 6 J,VVV J JUII U LVVJ IVII I UK IIIUUbUleb, IIID. 1 nu ueG au I3:4u:LL LUu4 rage i 0-0-0 6-0-12 11-3-0 11-$-12 1-11-9 / 5-24 0-0-12 Scale = 1:19.8 3x8 M1120 11 E F 0-0-054 M1120 II 4x6 M1120 -Q-0 4-1-3 + 6-0-12 I 11-3-0 11-1-12 4-1-3 1-11-9 544 0-0-12 LOADING (psf) TCLL , 16.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 :U-3-V,U-3-LJ BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • WEBS 2 X 4 HFSPF Stud/STD 'Except' E -G 2 X 4 HFSPF No.2, D -G 2 X 4 HFSPF-No.2 ' SLIDER Leff 2 X 4 HFSPF Stud/STD 2-0-9 ' SPACING 1 2-0-0 CSI DEFL in (loc) Udef1 Plates Increase 1.25 TC . 0.73 Vert(LL) -0.04 G -H >999 Lumber Increase 1.25 BC ' 0.76. Vert(TL) '-0.13 G -H' >999 Rep Stress Incr NO WB 0.98 Horz(TL) 0.04 ' G n1a Code UBC97/ANSI95 (Matrix) 1 st LC 1_L Min Udef1= 360 chord. unspecified connection(s) LUMBER BRACING PLATES GRIP M1120 185/148 Weight: 46 Ib TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 3-7-0 oc purlins,. except end verticals. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • WEBS 2 X 4 HFSPF Stud/STD 'Except' E -G 2 X 4 HFSPF No.2, D -G 2 X 4 HFSPF-No.2 ' SLIDER Leff 2 X 4 HFSPF Stud/STD 2-0-9 ' REACTIONS (Ib)size) A=828/0-3-8, G=1277/0-3-8 t Max Horz A=167(load case 5) '. FORCES (lb) - First Load Case Only TOP CHORD A-13-2283, B -C=-2261, C -D=-1944, D -E=-241, E -F=-11, E -G=-501 ' BOT CHORD A-1=2149, H-1=2149, G -H=1926 WEBS D -H=294, D -G=-1889, C-1=-25, C -H=-268 - NOTES . •(4) .. 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and &.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an - occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Q'?kCFESS/pN Table No. 16-13, UBC-97.q� 3) Special hanger(s) or connection(s) required to support concentrated load(s) 480.Olb down 4-1-3 top A BOG Fy at on Design for is delegated to the building designer. �� S 'Q� chord. unspecified connection(s) Q� (,1 2 4) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. > LOAD CASE(S) Standard S N C66424 A 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 EXP. 6-30-06 Concentrated Loads (lb) >t Vert: C=480.0 Trapezoidal Loads (plf) rSX C/VjL Vert: A=0.0 -to -G=-56.6, A= -0A -to -E=-227.6, E=227.64o-F=-231.9 gTFOFCA'10F�� January 3,2005 ® WARNINO -Verify design pararnsters and READ NOTES ON THIS AND INCLUDED ALT/ES REPERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane -110 • _ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 �� Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus CltruS Heights, CA, 95610E is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction 6 the responsibillity of the Additional bracing the is erector. permanent of overall structure the responsibility, of the building designer. For general guidance regarding fabrication, quality, control, storage. defivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, wI 53719. M Om r Job Truss Truss Type x Qty Ply CHAMPION LOT 30 THE TRADITIONS PLATES TCLL . 16.0 Plates Increase 1.25 TC 0.54 814744246 LOT -30 CG03 MONO TRUSS 2 1 BC 0.31 Vert(TL)' -0.10 E >294 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not BCLL 0.0 Job Reference (optional) 0-0-0 5.1-7 5-1-7 .VVV a Jull GVUJ Ivll lGn IIIUYJUIGJ, Illu. I11u NCI. Ju• IJ.'tu.GJ fuu-+ rage I 0-0-0 8-5-1. 8-$-13 ' 10.74 3-3-10 0-0-12 2-1-7 E r n GRIP 185/148 0-0-0 5x6 M1120 11 5 3M MII20 ft 5.1-7 8-5.1 8-x-13 5-1-7 .3-3.10 0-0-12 LOADING (psf) SPACING . ; . 2-0-0 CSI DEFL in (loc) Udefl PLATES TCLL . 16.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.02 A -G >999 M1120 TCDL 25.0 Lumber Increase 1.25 BC 0.31 Vert(TL)' -0.10 E >294 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not BCLL 0.0 Rep Stress Incr INO WB 0.20 Horz(TL) 0.01 F n/a �� 9( A. B 0� BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 35 Ib LUMBER N . C66424 A Trapeioidal Loads (plf) BRACING Vert: A=0.0 -to -F=-42.4, A=0.0 -to -D=-169.7 TOP CHORD 2 X 4 DFSYP No.2 - TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD Sults 109 ility of design poramenters and proper Incorporation of component Is responsiblity of building designer -not truss designer. Bracing shownCttrus al support of individual web members only. Additional temporary bracing to insure stability during constriction a the responsibillity of the Heights, CA, 95610�� A SLIDER Left 2 X 4 HFSPF Stud/STD 2-6-13 fabrication. quality control. storage, delivery, erection and bracing, consult ANSIMII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison, N53719. M ITek0 REACTIONS (Ib/size) _ A=266/0-3-8, F=803/0-3-8 Max Horz A=126(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A -B=-617, B -C=-582, C -D=65, D -E=-44, D -F=-474 BOT CHORD A -G=567, F -G=567 WEBS C -G=111, C -F=-632 NOTES (3) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psi bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. g,0FESS/ON 3) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. �� 9( A. B 0� LOAD CASE(S) Standard CO 1) Regular. Lumber Increase=1.25; Plate Increase=1.25 Uniform Loads (plf) / Vert: D -E=82.0 N . C66424 A Trapeioidal Loads (plf) EXP. 6-30 O6 Vert: A=0.0 -to -F=-42.4, A=0.0 -to -D=-169.7 J'l CIV \l SNP gTFOFCA%0F January 3,2005 NING - Vertig design parameters and READ NOTES ON nM AND fNCr f7DED AUTEE REFERENCE PADS MQ -7473 BEFORE DSE. .7777 Greenback Lane mlid for use only with MOek connectors. fi's tlesign is based oNy upon parameters shown, ond'a for an individual building component. 7erre.tor. Sults 109 ility of design poramenters and proper Incorporation of component Is responsiblity of building designer -not truss designer. Bracing shownCttrus al support of individual web members only. Additional temporary bracing to insure stability during constriction a the responsibillity of the Heights, CA, 95610�� A Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing, consult ANSIMII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison, N53719. M ITek0 I Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS i R14744247 LOT -30 CG04 MONO TRUSS 2 1 " Job Reference (optional) JUN J I A I t Ii 0-0 tIV I J, KIIVIaIVUiIV AL, MIKe OeGK 4$-0 4-0-0 A a.000 5 Jun V GUU3 MI I UK mou5me5, Inc. I nu Uec 3U 13:4U24 LUU4 Pape 1 7-8-9 7-p;5 3-2-5 0-0-12 1.5x4 M1120 II Style =1:15.4 D E 0-0-0 5x6 MI120 II ` 3x4 M1120 0$0 4-04 7-8-9 7.9-5 4-04 3-2-5 _ 0-0-12 Plate Offsets (X,Y): (A:U-3-U,U-3-1J LOADING (psf) SPACING 2-0-0 CSI - DEFL in (loc) Udefl • PLATES GRIP TCLL 16.0 Plates Increase 1.25' TC 0.27 Vert(LL) -0.01 A -G >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.03 A -G >999 BCLL 0.0 Rep Stress Incr NO WB 0.18 HOrz(TL) 0.01 F n/a BCDL 10.0 Code UBC97/ANSI95 , (Matrix) 1st LC LL Min Udefl = 360 Weight: 30 Ib LUMBER BRACING TOP CHORD • 2 X 4 DFSYP NO.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD •_ 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS. 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 2-3-2 . REACTIONS r (ib/size) A=244/0-3-8, F=523/0-3-8 Max Horz A=91(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A -B=-602, B -C=-557, C -D=32, D -E=-8; D -F=-217 BOT CHORD A-G=557,•F-G=557 WEBS C -G=87, C -F=-615 NOTES (3) - 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy.category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip.increase is 1.33 2) This truss has been designed_ for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 3) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard 1) Regular. Lumber increase=1.25, Plate Increase= 1.25 Trapezoidal Loads (pit) Vert: A=0.0 -to -F=-38.9, A=0.0 -to -D=-155.1, D= -155.1 -to -E=-159.5 r WA WARNING - Var j& de fBr parametan and PPEAD NOTES ON THIS AND IN&WED ffiTE8 REFBRENCB PADS MII•7473 BBFORS USE. Design valid for use only with M7ek connectors. this design is based only upon parameters shown, and is for an individual building component. Applicably of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and brocing, consult ANSI/TPII Quality Criteria, DSB-89kand SCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, VA 53719. OQRpFESS/pN9 Q� S N. B06,lF, CID -7 NO. C66424 A * EXP. 6-30-06 sr Civ) q)FOF CAU1 January 3,2005 7777 Greenback Lane r_r_• Suite 109 Citrus Heights, CA 95610MAI� MiTekm r Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS 4-6-15 Scale = 121.1 E R14744248 LOT -30 CG05 MONO TRUSS 2 * 1 1x4 M1120 II C F. Job Reference (optional) AUN 5I AIC COM PON Cry ENTS, KINGMAN AG, IWIKU DBGK .. 5.00u 5 Jun 9 2,003 im I m hidu5lr1e5, i.c. I nu UBO 3013:40:26 2004 rage 1 0-0-0 s 0-0-0 4-2-3 8-1-12 12-8-11 r 4-2-3 3-11-9 4-6-15 Scale = 121.1 E 2.83 12 D 1x4 M1120 II C F. B A r 3x4 M1120 , 0-0-056 M1120 11 1.4 N -5b 11 _ 2-2-7 3-3-6 4-2-3 4-2-3 J • Plate Offsets (X,Y): [A:0-3-0,0-3-2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.01 A -F >999 M1120 • 185/148 TCDL 25.0 Lumber Increase 1.25' . BC 0.11 Vert(TL) -0.02 A -F >999 BCLL 0.0 Rep Stress Incr NO WB " 0.00 Horz(TL) -0.00 E n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well = 360 Weight: 26 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-2-3 oc purlins, except end verticals. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS 2 X 4 DFSYP No.2 SLIDER Left 2 X 4 HFSPF Stud/STD 2-0-2 e REACTIONS (Ib/size) A=51/0-3-8, F=777/0-3-8, E=150/0-3-8, D=412/0-3-8 Max Horz A=115(load case 4) Max Uplift E=-10(load case 4), D=26(load case 4) Max Grav A=51 (load case 4), F=777(load case 1), E=150(load case 1), D=412(load case 1) FORCES (lb) - First Load Case Only TOP CHORD A -B=-14, B -C=30, C -D=43, D -E=26, C -F=-748 BOT CHORD A -F=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per FESS /n Table No. 16-B, UBC -97. QRC k. 800��F�c 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) E, D. 4) Special hanger(s) or connection(s) required to support concentrated load(s) 480.0lb down at 4-2-15 on top chord. Design for unspecified connection(s) is delegated to the building designer. y 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. N C66424 A LOAD CASE(S) Standard . EXP. 6-30-06 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 11S Uniform Loads (plo Vert: C -E=-82.0 �1� C]VIL �P page 2 4"eOF CALF Continued on • January 3,2005 ® WARNJNG - Derjfy design Parameters and READ N07ES ON TWS AND JNCLVDSD W=REFERENCE PADS PM -7473 BEMIS USS. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parometers shown, and 4 for an individual building component. Suite 109 Citrus Heights, CA, 95610_uw Applicability or design poromenters and proper incorporation of component 6 responsfbiGty, of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure's the responsibirity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute, 583 D•Onotdo Drive. Madison, w1 53719. ITek Job Truss Truss Type Ory Ply CHAMPION/LOT 30 THE TRADITIONS ' ' • 814744248 (optional) LOT -30 `CGOS MONO TRUSS 2 T • , `• �'� Job Reference STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 92 MiTek IndusVles, Inc. Thu Dec 30 13:40:26 2004 Page 2 Y. • LOAD CASE(S) . Standard F Concentrated Loads (lb) r - Vert: C=-480.0 Trapezoidal'Loads (plf) • Vert: A=0.0 -to -F=-20.9, A=0.0 -to -C=-82.8 t M7SUN , ® WARNING • Verj jy design par ters and READ NOTES oN rms AND D9CLUDSD TEH REFERENCE PAGc MU -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Sults 109 Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561-M is for individual • lateral support of web members only. Additional temporary bracing to insure stability during.construction is the respomibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSIt Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. MiTek (optional) Job Truss Truss Type Qty Ply - CHAMPION LOT 30 THE TRADITIONS PLATES GRIP TCLL 16.0 Plates Increase 1.25 r TC 0.60 R14744249 LOT -30 J04 ROOF TRUSS 37 1 - BC 0:60. Vert(TL) -0.05 A -F >999 BCLL ' Job Reference (optional) SUN STATE COMPO o of-0TS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Dec 30 13:40:27 2 6 ge 1 - 4-9-2 8 0 0 i 492 3215 D p� A . f 0-6.05x6 M1120 11 - - 8-0-0 r Scale = 1:17.4 •r -2 4x4 M1120 0-0-0 s LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 r TC 0.60 Vert(LL) 0.02 F >999 TCDL 25.0 Lumber Increase 1.25 - BC 0:60. Vert(TL) -0.05 A -F >999 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.02 E n/a BCDL 10.0' Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 32 Ib LUMBER BRACING EXP. 6-30-06 TOP CHORD 2 X 4 DFSYP No.2 r TOP CHORD Sheathed or 4-10-5 oc purlins. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 4-4-8 oc bracing. ' WEBS 2 X 4 HFSPF Stud/STD loads to verify that they are correct for the intended use of this truss. '9TFOF SLIDER Left 2 X 4 HFSPF Stud/STD 4-3-7 January 3,2005 ' REACTIONS (Ib/size) A=393/0-3-8, D=96/Mechanical, E=309/MechanicaI 7777 Greenback Lane 70 Design valid for use only with M1ek connectors. This design is based only upon arameters shown, and is for on individual building component. g Y g Y p gCitrus Sults 109 Heights, CA, 95610�� Max Horz A=139(load case 7) erector. Additional permanent bracing of the overall structure •s the responsibility of the building designer. For general guidance regarding. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPll Quality Criteria, DSB-89 and BCSII Building Component • Max Uplift A=-728(load case 6), D=-20(load case 8), E=-20(load case 7) !Tek ' Max Grav A=1525(load case 15), D=293(load case 13), E=585(load case 18) FORCES (lb) - First Load Case Only — TOP CHORD A -G=-521, G -H=-445, B -H=-425, B -C=-412, C-1=-50, D-1=22 , BOT CHORD A -F=433, E -F=433 WEBS 6-E=-522, C -F=95 QRpFESS/ON NOTES (7) !`0 q� BO& <2" 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using �Q- �fGS .A- 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 ml from humcane.oceanline, on an occupancy category I, condition'I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 NO. C66424 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per EXP. 6-30-06 Table No. 16-B, UBC -97. * k 3) Refer to girder(s) for truss to truss connections. 4) Load case(s)10, 11, 12, 13, 14, 15, 16, 17, 18, 19 has/have been modified.Building designer must review S1r CIVIC- loads to verify that they are correct for the intended use of this truss. '9TFOF Continued on page 2 CAI. �F�� January 3,2005 WARNING - Verj jy design pawmeran and READ NOTES ON Tffi3 AND D9CLt1DED AOTER REF&RENCB pAOS MU -7473 BEFORE USE. '7 7777 Greenback Lane 70 Design valid for use only with M1ek connectors. This design is based only upon arameters shown, and is for on individual building component. g Y g Y p gCitrus Sults 109 Heights, CA, 95610�� en Applicability of design parvidual rs and proper incorporation Additi n al Component is ting to responsibility st building designer - not truss designer, Bracing shown is for lateral support of'vndividual web members oNy. Additional temporary bracing to iruure stability during cornstiuction •s the resporuibilrity of the erector. Additional permanent bracing of the overall structure •s the responsibility of the building designer. For general guidance regarding. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPll Quality Criteria, DSB-89 and BCSII Building Component • • Safety Information available from Tens Plate institute, 5B3 D•Onofrio Drive, Madison. vA 53719. !Tek Job Truss Truss Type Qty Ply CHAMPIONILOT 30 THE TRADITIONS • - 814744249 LOT - 30 J04 ROOF TRUSS 37 1 Job Reference (optional) SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5,000 s Jun 9 2003 MTek Industries, Inc. Thu Dec 30 13:40:27 2004 Page 2 NOTES (7) ' 5) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-0-0 for 250.0 plf. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 230.01b down at, 2-10-4, and 230.01b down at 7-5-8, and 230.01b down at 4-5-8 on top chord. Design for unspecified connection(s) is delegated to the building designer. 7) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard Except: 10) User defined: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A -B=-197.0, B -D =82.0, A -E=-20.0 11) User defined: Lumber Increase=1:25, Plate Increase=1._25 } Uniform Loads (plo Vert: A -D=-82.0, A -E=-20.0 Concentrated Loads (ib) r Vert: G=-230.0 n 12) User defined: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo r Vert: A -H=-82.0, D -H=-197.0, A -E=-20.0 13) User defined: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo + Vert: A -D=-82.0, A -E=-20.0 - Concentrated Loads (lb) Vert: C=-230.0 1=-230.0 14) User defined -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase;--i.33 Uniform Loads (plf) Vert: A -B=-90.7, B -D=1.3, A -E=-20.0 Horz: A-13=588.1, B -D=750.0 Drag: A -E-250.0 15) User defined -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 .Uniform Loads (plf) Vert: A -B=303.3, B -D=-165.3, A -E=-20.0 Hoa: A -B=-588.1, B -D=-750.0 'Drag: A -E=250.0 16) User defined -Drag LC#1 Left: Lumber, Increase= 1.33, Plate Increase=1.33 Uniform Loads (plo Vert: A -B=24.3, B -D=1.3, A -E=-20.0 Harz: A -B=588.1, B -D=750.0 Drag: A -E=-250.0 Concentrated Loads (lb) Vert: G=-230.0 17) User defined=Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) - Vert: A -B=-188.3, B -D=-165.3, A -E=-20.0 . Harz: A -B=-588.1, B -D=-750.0 Drag: A -E=250.0 Concentrated Loads (lb) Vert: G=-230.0 18) User defined -Drag LC#1 Left: Lumber Increas&1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A -H=24.3, B -H=-90.7, B -D 113.7, A -E=-20.0 Harz: A -B=588.1, B-13=750.0Drag: A -E=-250.0 19) User defined -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo . Vert: A -H=-188.3, B -H=-303.3, B -D=-280.3, A -E=-20.0 Harz: A -B=-588.1, B -D=-750.0 Drag: A -E=250.0 ® WARNING - Verb design parameters and READ NOTES ON TRIS AND INCLUDED W7M REFERENCE PAGE MU -7473 BEFORE USE, Design valid for use only with Welt connectors. This design is based orgy upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown , is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector.' Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobricotion, quality control, storage, delivery, erection and bracing, consult 'ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5B3 D'Onofrio Drive, Madison, WI 53719. 7777,Greenbaek Lane Suite 109 Citrus Heights, CA, 95610 11` I , ail y Wek` Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS R14744250 LOT -30 - J10 ROOF TRUSS 2 1 Job Reference (optlbW) .,....., .... _ .. ...._.. , .... .x_0.0 ._ ...........,.. v'vv,. vu„ p cvv,s aril Icn IiIYYJIII , 11— I1lu Vali Jv IJ.%u.JV 4VV9 t-d9t: 1 Scale = 1:9.9 i „a M117A II 3-5-11 ' 4 3.5-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.01 A -D >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.01 A -D ,. >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) • 0.01 C n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) list LC LL Min Vdefl = 360 Weight: 12 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 3-5-11 oc purlins. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 448-7 oc bracing. SLIDER Left 2 X 4 HFSPF Stud/STD 1-104 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE "• SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) A=170/0-3-8, C=136/Mechanical, D=33/Mechanical Max Horz A=48(load case 12) Max Uplift A=-924(load case 12), C==122(load case 13) Max Grav A=1124(load case 7), C=240(load case 6), D=67(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A -B=-53, B -C=34 BOT CHORD A -D=O NOTES (5) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95.If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. QR0FESS/ON 3) Refer to girder(s) for truss to truss connections. Q q 4) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom ��Cj A. BOO chord from 0-0-0 to 3-5-11 for 575.7 plf..'p C 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. _C7�P _-Z �� Z LOAD CASE(S) Standard N C66424 A ® WARNINO - Ventfo desfgn parameter and READ NOTES ON TJS AND INCLUDED MnZg REFERENCE PADS AW -7473 BEFORE USB. Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobifity during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure ¢ the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSIMII OualityCdfeda, DSB-89 and BCSII Binding Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. * CAr.0-30-06 X CIVIC- F CAI--Xii January 3,2005 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610"or AV"K MiTeks Job Truss Truss Type - Qty Ply CHAMPION/LOT 30 THE TRADITIONS w jI R14744251 LOT -30 J11 , JACK 1 1 Job Reference (optional) - JlI1V J I M I C V VIVIr V IYCIV I Ji r�V I VIMIY roc, IVIIM1G OCUR 0-0-0 . 1 . F t 0-0-0 4x6 M1120 II ,7.VVV b Jul] a LUVJ IVII I CK InVubtneb, Inc. I nu uec au Ta:4u:ao zuu4 rage 1 0-0-0 . 5-5-11 5-5.11 C Scale=1:13.6 5-5.11 5-5.11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plateslncrease 1.25 TC 0.87 Vert(LL) -0.04 A -D >999 M1120 185/148 TCDL 250 Lumber Increase 1 25 BC 044 Vert(TL) -008 A -D >756 BCLL 0.0 Rep Stress Incr YES WB - 0.00 Horz(TL) 0.03 C n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well = 366 Weight: 19 lb LUMBER BRACING TOP CHORD 2 X 4 DFSYP 1650F. 1.5E TOP CHORD Sheathed or 5-5-11 oc purlins. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-2 oc bracing.' SLIDER 'Left 2 X 4 HFSPF Stud/STD 2-10-14 REACTIONS .(Ib/size) A=272/0-3-8, C=218/0-3-8, D=53/0-3-8 Max Horz A=69(load case 12) , i Max Uplift A=-804Qoad case 12), C=-92(load case 13) , Max Gray. A=1121(load case 7), C=285(load case 6), D=107(load case 2) FORCES (Ib) -First Ldad Case Only QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT TOP CHORD A-13=75; B -C=55 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE BOT CHORD A -D=O SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. NOTES (5) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline; on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not', exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per t Table No. 16-13, UBC -97. Q LOFESS/^ 3) Beveled plate or shim required to provide full bearing surface with truss, chord at joint(s) C. 4) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom �Q- S.A. B(o) Fy chord from 0-0-0 to 5-5-11 for 365A plf. - - 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. —00 LOAD CASE(S) Standard N . C66424 A * EXP. 6-30-06 ® WARMNO - Ver(& design parameters aad READ NOTES ON rms AND INCLUDED wrEE REFERENCE PADS IM -7479 BEFORE OSB. • Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an ind'Ividuol building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual veb members only. Additional temporary bracing to insure stability during construction is the responsibillity,of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII.Ouoltiy Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onorrio Drive, Madison, wI 53719. 4 j'j• CIV1\� January 3;2005 7777 Greenback Lane n��• Suite 109 Citrus Heights, CA, 95610W MiTeks G • Job Truss Truss Type Qty Ply CHAMPION OT 30 THE TRADITIONS DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 R14744252 LOT -30 R01G COMMON 1 1 BC 0.84 Vert(TL) -0.15 F -H >999 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) SUN STATE COMPONENTS, KINGMAN AZ 5.000 a Feb 6 2003 MTek Industries, Inc. Thu Dec 3015:25:34 2004 Page 1 4-1-6 8-3-0 12-4-10 16-6-0 4-1-6 4-1-10 4-1-10 4-1-6 Scala - 1:27.1 402 II NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24° OF THE HEEL JOINTS.' 0-64, SA -1511-1-1 i 15-11-12 —P1:9 0-64 4-10-11 5-8-1 4-10-11 0-6-4 Plate Offsets (X,Y): [A:0-3-8,Edge1, [A:34-11,0-2-12], [B:0-5-0,0-6-8] [D:0-5-0,0-6-81, [E:04-5,Edge1, [E:3-5-7,0-2-01 LOADING (psf) SPACING 2-" CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.04 F >999 M1120 185/144 TCDL 25.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.15 F -H >999 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.05 E n/a BCDL 20.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min I/deft = 360 Weight: 93 Ib LUMBER TOP CHORD 2 X 4 DFSYP No.2 BOT CHORD 2 X 4 HFSPF N0.2 WEBS 2 X 4 HFSPF Stud/STD OTHERS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 6 SPF 1650F 1.5E 4-54, Right 2 X 6 SPF 1650F 1.5E 4-54 REACTIONS (Ib/size) A=1007/0-3-8, E=1007/0-3-8 Max Horz A=13(load case 13) Max Uplift A=-343(load case 10), E=343(load case 13) Max Grav A=1457(load case 7), E=1457(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-2159, B -C=-1964, C -D=1969, D -E=2163 BOT CHORD . .A -H=1982, G -H=1454, F -G=1454, E -F=1986 WEBS B -H=-230, C -H=552, C -F=554, D -F=-223 BRACING TOP CHORD Sheathed or 5-3-6 oc purlins. [Pj BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek 'Standard Gable End Detail' 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, E. 7) This truss has been designed for a total drag load of 2500 Ib. Connect truss to resist drag loads along bottom chord from 0-M to 16-6-0 for 151.5 plf. 8) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard ® WARNING - 17erV)I design p --tern and READ NOTES ON TIDE AND D9CIADED WTEB REFERENCE PADS JW -7473 BEFORE USB. Des',gn valid for use only with MrTek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSIM11 Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D;Onotdo Drive, Madison. 9A 53719. / Q�OFEBoo SS/6:q, N0. C66424 * EXP. 6-30-06 %* S'p CIV1\ 4\P �e eFCA1-\' January 3,2005 7777 Greenback Lane • Suite 109 Citrus Heights, CA, 95610 Cff MiTekm Job Truss Truss Type -lQty 0-M Ply CHAMPION/LOT 30 THE TRADITIONS 0-64 5-8-1 4-10-11 0-641 Plate Offsets (X,Y): [A:0-3-8,Edgel, [G:0-4-5,Edge) LOADING (psf) R14744253 LOT -30 R02 COMMON 2 1 TC; 0.32 Vert(LL) -0.04 H7J >999, M1120 185/144 TCDL 25.0 Lumber Increase 1.25 BC 0.60 Job Reference (optional) — 1- --.1 — .1, 1 — —I.. . — 0-0-0 -4-1-6 l 8-3-0 4-1-6 4-1-10 0—W 0 VVI I 'U GVVJ Ivil ion If IUUbtl 5Ub, 1116. 1 11U UUL; OV 1.3.14V.aO Zuu,# rage i u -u -u 12-4-10 I 16 -0 4-1-10 4-1-6 Scale = 1:27.8 4x6 M1120 D jxq milzu =.1X4 R1111du = ---- ------ - 0-0-0 0-M R -6A 5-4-15 11-1-1 15-11-12 16.6-0 0-64 5-8-1 4-10-11 0-641 Plate Offsets (X,Y): [A:0-3-8,Edgel, [G:0-4-5,Edge) LOADING (psf) SPACING 2-0-0 CSI 'DEFL in (loc) I/def! PLATES 'GRIP TCLL 16.0 Plates Increase 1.25 TC; 0.32 Vert(LL) -0.04 H7J >999, M1120 185/144 TCDL 25.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.16 H -J >999 BCLL 0.0 Rep Stress Incr YES WB 0.28 Hofz(TL) 0.05 ' G n/a BCDL 20.0 Code - UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 65 lb LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-4-0 oc purlins. BOT CHORD 2X4HFSP.FNo.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc; bracing. WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 6 SPF 1650F 1.5E 2-4-3, Right 2 X 6 SPF 165OF 1.5E 2-4-3 REACTIONS (Ib/size) A=1007/0-3-8, G=1007/0-3-8 Max Horz A=-14(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A -B=1994, B -C=-1918, C -D=-1800, D -E=-1800, E -F= -1918,,F -G=-1994 BOT CHORD A -J=1782, I -J=1364, H-1=1364, G -H=1782 WEBS C -J=-163, D -J=466, D -H=466, E -H=-163 NOTES (5) 1) Unbalanced roof live loads have bien considered for this design. 'wind 2) This truss has been designed for the loads generated by 70 mph winds at, 30 It above ground level, using, 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 ml from hurricane oceinline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 QROFESS// 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per • Table No.16-B, UBC -97. -d, Pi, B06, 4) Beveled required to full bearing truss A, G. plate or shim provide surface with chord at joint(s) CID 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard NO C66424 EXR 6-30-06 SIT C10. OF C A'10� January 3,2005 WARNING - Ver(fir design parameters and MUD NOTES ON TJnS AND JINCLUDED 1WTZK REFERENCE PAGE AM 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component. Suite 109 Citrus lialghts, CA 95610"BN Applicability of design paromenters and pooper incorporation of component is responsibility of building designer - not truss designer. Bracing shovvn is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the is the =01 erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIjTPI1 Quality Criteria, DSB-89 and BCS11 Building Component Safety information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, N153719. (b M!Tek Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS 5-8-1 4-10-11 0-6-4 ' R14744254 LOT -30 R03 COMMON 1 5 1 PLATES, GRIP TCLL 16.0 Plates Increase 1.25 TC 0.74 Job Reference (optional) • ou1Y 3tCtVC "'j1v1r VlYC1V '0 n`11Y ""`" ML, IVIIM1C DCCM1 a.uuu 5 Jun v tvua Ivll I CR Il luustrle5, Inc. I nu uec 3D I3:4u:4u zuu4• rage 1 0-0-0 7-0-8 11-2-2 15-3-8 I I I 7-0-8 4-1-10 4-1.6 Scale = 1:26.3 4x6 M1120 - B 4x"muco II vnv nnmv _ onY muco, 0-0-0 - 0-0-0 199 D REACTIONS (Ib/size) H=924/0-3-8, E=924/0-3-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Harz H=189(load case 15) Max Uplift H=-268(load case 14), E=-378(load case 19) Max Grav H=1293(foad case 7), E=1400(load case 6) " FORCES (lb) - First Load Case Only TOP CHORD A -B=1370, B -C=-1589, C -D=-1703, D -E=-1771, A -H=-836 BOT CHORD H-1=490, G-1=490, F -G=1174, E -FL ---1583 WEBS A -G=736, B -G=59, B -F=462, C -F=-154 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mf from hurricane oceanline; on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or Cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) E. 5) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 1-2-8 to 2-8-8 for 1333.3 plf. 6) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 1-2-8 to 16-6-0 for 130.6 plf. 7) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard 1 ® WARMNG - 9'er(& design parameters and READ NOTES ON 7WS AND JNCLODED X TSH REFERENCE PAGE MU -7473 BEFORE USE Design valid for use only with MAek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web memaers only. Additional temporary bracing to insure stability. during construction 4 the resporsib111ty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIMII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from truss Plate Institute, 583 D•Onofrio Drive, Madison, VA 53719. oQRpFESS/pN� IN G) N C66424 �A * EXP. 6-30-06 d'N CIVIC ��P q�ECF CA1.1 January 3,2005 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 20` MiTekm 4-2-7 9-10-9 14-94 15-3-8 4-2-7 5-8-1 4-10-11 0-6-4 Plate Offsets (X,Y): _ [E:0-4-5,Edge], [H:0-9-0,0-2-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES, GRIP TCLL 16.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.04 F -G >999 M1120 185/14.4 TCDL 25.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.13 F -G >999 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.05 E n/a BCDL 20.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well = 360 Weight: 64 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 3-7-8 oc purlins, except end verticals. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-2 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 'Except' A -H 2 X 4 HFSPF No.2 SLIDER Right 2 X 6 SPF 1650F 1.5E 2-4-3 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) H=924/0-3-8, E=924/0-3-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Harz H=189(load case 15) Max Uplift H=-268(load case 14), E=-378(load case 19) Max Grav H=1293(foad case 7), E=1400(load case 6) " FORCES (lb) - First Load Case Only TOP CHORD A -B=1370, B -C=-1589, C -D=-1703, D -E=-1771, A -H=-836 BOT CHORD H-1=490, G-1=490, F -G=1174, E -FL ---1583 WEBS A -G=736, B -G=59, B -F=462, C -F=-154 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mf from hurricane oceanline; on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or Cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) E. 5) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 1-2-8 to 2-8-8 for 1333.3 plf. 6) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 1-2-8 to 16-6-0 for 130.6 plf. 7) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard 1 ® WARMNG - 9'er(& design parameters and READ NOTES ON 7WS AND JNCLODED X TSH REFERENCE PAGE MU -7473 BEFORE USE Design valid for use only with MAek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web memaers only. Additional temporary bracing to insure stability. during construction 4 the resporsib111ty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIMII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from truss Plate Institute, 583 D•Onofrio Drive, Madison, VA 53719. oQRpFESS/pN� IN G) N C66424 �A * EXP. 6-30-06 d'N CIVIC ��P q�ECF CA1.1 January 3,2005 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 20` MiTekm Job_ Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS " 4.7-13 ` 144-3 19-0-0 R14744255 LOT -30 R04G COMMON 1 1 - Scale = 1:38.9 [� 600 M1120 11 r Job Reference (optional) JUIV J IMI C VVIVIr'0 V-0IVDCIV I J, r�11VV1VINIY M[,., mm" DCUn J.VVV b JulI LVVJ Ivll ICK 11 luuJa lub, 111V.f I Ilu VtlV Ju IJ.4u.4f LUV-# ria • r%1 4.7-13 9-" 144-3 19-0-0 4-7-13 4-10-3 4-10-3 4-7-13 - Scale = 1:38.9 [� 600 M1120 11 r C ' MII20 NO TOP CHORD NOTCHING IS ALLOWED 4.00 Ff2- 1x4 M1120 3x4 c 11 WITHIN 24" OF THE HEEL JOINTS. - - 1x4 M1120 11 1X4 M1120 11 - 3x4 M1120 - • 1x4 M1120 11 `• 1x4 M1120 11. 0-0 0 0-0-0 • 1z4 M1120 11 1x4 M1120 11 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 1x4 M1120 11 1x4 M1120 II Plate Offsets (X,Y):[A:0-2-8,0-2-13],[A:5-1-14,0.3-4),[B:0-4-0,0-5-8],[C:0-2-8,0-3-0],[D:0-4-0,0-5-8],[E:0-3-5,0-2-13],[E:5-1-10,0-2-8] 8x8 M1120 SPACING 2-0-0 CSI ' DEFL in (Loc) I/deft 8z8 MII20 z�. TCLL 16.0 B TC 0.18 Vert(LL) -0.05 F >999 TCDL 25.0 Lumber Increase 1.25 D SLIDER Left 2 X 4 HFSPF Stud/STD 10-0-7, Right 2 X 4 HFSPF Stud/STD 10-0-7 t REACTIONS (Ib/size) A=969/0-3-8, E=969/0-3-8 Max•Horz A=-15(load case 13) Max Uplift A=-503(load case 10), E=-504(load case 13) Max Grav ' A=1597(load case 7), E=1597(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-2149, B -C=-1887, C -D=1892, D -E=-2152 BOT CHORD A -H=1965, G -H=1421, F -G=1421, E -F=1969 a WEBS - B -H==304, C -H=461, C -F=464, D -F=-300 NOTES (7) - 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to winds If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) 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" Continued on page 2 ® WARNING - VertJy design parameter and READ NOTES ON TffiS AND INCLUDED ffiTER REFERENCE PADS MU -7473 BSFORS USE. Design volid for use only with MTek connectors. This design is based only upon parameters shown and is for anindividual building com parent. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity, of the erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding _ fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available Nom Truss Plate Institute, 583 D'Onofrio Drive, Madison. VA 53719. , ` oQROFESS/ONq 00S A Boo <� " N0. C66424 ,I EXP. 6-30-06 s1� CIVIL 9TFOFCAUFO� January 3,2005 r 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610"00 � r • i�s MiTekm r%1 A E [� 5x6 M1120 s• 3x4 M1120 5 56 M1120 _ 6x6 MI120 11 1x4 M1120 11 H 1x4 M1120 0 1x4 M1120 11 G ' F 1x4 L 20 11 W M1120 11 6x6 MI120 II .. 3x4 M1120 = f 3x4 M1120 - - 1x4 M1120 11 1X4 M1120 11 - 3x4 M1120 - • 1x4 M1120 11 `• 1x4 M112D 11 0-0 0 0-0-0 6-3.3. 12-8-13 19-0-0 6.3-3 6-5-10 6.3-3 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Plate Offsets (X,Y):[A:0-2-8,0-2-13],[A:5-1-14,0.3-4),[B:0-4-0,0-5-8],[C:0-2-8,0-3-0],[D:0-4-0,0-5-8],[E:0-3-5,0-2-13],[E:5-1-10,0-2-8] LOADING (psf)- SPACING 2-0-0 CSI ' DEFL in (Loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.05 F >999 TCDL 25.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.14 F -H >999 BCLL 0.0 Rep Stress Incr . YES WB 0.31 Horz(TL) 0.05 E n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Udefl = 360 Weight: 105 lb LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-8-15 oc purlins. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD -Rigid ceiling directly applied or 5-4-12 oc bracing. WEBS 2 X 4 HFSPF Stud/STD OTHERS 2 X 4 HFSPF Stud/STD - SLIDER Left 2 X 4 HFSPF Stud/STD 10-0-7, Right 2 X 4 HFSPF Stud/STD 10-0-7 t REACTIONS (Ib/size) A=969/0-3-8, E=969/0-3-8 Max•Horz A=-15(load case 13) Max Uplift A=-503(load case 10), E=-504(load case 13) Max Grav ' A=1597(load case 7), E=1597(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-2149, B -C=-1887, C -D=1892, D -E=-2152 BOT CHORD A -H=1965, G -H=1421, F -G=1421, E -F=1969 a WEBS - B -H==304, C -H=461, C -F=464, D -F=-300 NOTES (7) - 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to winds If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) 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" Continued on page 2 ® WARNING - VertJy design parameter and READ NOTES ON TffiS AND INCLUDED ffiTER REFERENCE PADS MU -7473 BSFORS USE. Design volid for use only with MTek connectors. This design is based only upon parameters shown and is for anindividual building com parent. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity, of the erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding _ fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available Nom Truss Plate Institute, 583 D'Onofrio Drive, Madison. VA 53719. , ` oQROFESS/ONq 00S A Boo <� " N0. C66424 ,I EXP. 6-30-06 s1� CIVIL 9TFOFCAUFO� January 3,2005 r 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610"00 � r • i�s MiTekm Job Truss , Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS 814744255 LOT -30 R04G COMMON • 1 1 -. Job Reference (optional) , ' STATE COMPONENTS,'KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Dec 30 13:40:42 2004 Page 2 •SUN NOTES (7) 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent Wth any other live loads per Table No. 16-B, UBC -97..., 6) This truss has been designed for a total drag load of 180 plf: Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-0-0 for ' 180.0 plf. 7) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard i , + , 1 WARIONO - DerU)/ designParameters and READNOTES ON TJUSANDINCLUDED MITERREFERENCE PAGEAm-7473 BEFORE usm 7777 Greenback Lanegn valid for use only with Mk7ek connectors. This design is based only upon parameters shown, and is for on indirvidual bugof component. Suite 109 7Applicability of design paramenters and proper incorporation of component is respdnsibiliy of building designer- not hvss designer. Bracing shownCitrus Heights, CA 95610�� r lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the��ctor. bracing the ' Additional permanent of overall structure a the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSII Building Component - m Safety Information available from Truss Plate Institute, 583 D'Onohio Drive. Madison, wl 53719. , M iTek Job Truss , Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS 814744255 LOT -30 R04G COMMON • 1 1 -. Job Reference (optional) , Job Truss Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 R14744256 'LOT -30 R05 COMMON 9 1 Lumber Increase 1.25 'BC 0.57 Vert(TL) -0.19 H -J >999 BCLL 0.0 Job Reference (optional) • 'Oulu 0-0-0 s'vmrvrvcry r �, nnvvnrrav nc, IVrrRC DCIiM1 I J.VVV u"40" .7 LVVJ IVII I C0. IIIVUSaICb, IIID. r1U IJBG JV +3[4V.4J LUU4 rage 1 0-0-0 4-7-13 _ _ 9-" I 144-3 19-0-0 4-7-13 4-10-3 4-10-3 4-7-13 Scale = 1:332 • 4x6 M1120 D 3x4 M1120 = 0-0-0 6-3-3 w 6-3-3 6-5-10 3x4 M1120 = 3x4 M1120 = r, 19-0-0 6-3-3 l� 0 Plate Offsets (X,Y): [A:0 -3-0,0-1-131,[G:0-3-13,0-1-131 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.05 H -J >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 'BC 0.57 Vert(TL) -0.19 H -J >999 BCLL 0.0 Rep Stress Incr YES WB - 0.25 Horz(TL) 0.05 G ' n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 71 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-3-2 oc purlins. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 2-4-11, Right 2 X 4 HFSPF Stud/STD 2-4-11 REACTIONS (Ib/size) A=969/0-3-8, G=969/0-3-8 Max Horz A=16(load case 3) FORCES .. (lb) - First Load Case Only TOP CHORD A-13=2001, B -C=-1926, C -D=-1767, D -E=-1767, E -F=-1926, F -G=-2001 BOT CHORD A -J=1789, I -J=1352, H-1=1352, G -H=1789 WEBS C -J=-240, D -J=407, D -H=407, E -H=-240 NOTES (4) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8:0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 4) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standards ® WARNING - Verj jar design parameters and READ NOTES ON TM3 AND INCLUDED AUTEH REFERENCE PADS MU 7473 BEFORE VSE. Design valid for use only with MOek connectors. This design 4 based only upon parameters shown, and is for on indnidual building component. Applicability of design poromenters and proper.incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabTty during construction's the responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety. Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. D OQRpFESS/pN� S A. BOO <� " N0. C66424 * EXP. 6-30-06 CIV1li- �TFCF CAIL-W January 3,2005 7777 Greenback Lane fD Suite 109 Citrus Heights, CA, 956101�vff • iii MiTeks Job Truss Truss Type Qty Ply CHAMPION OT 30 THE TRADITIONS WEBS 2 X 4 HFSPF Stud/STD 'Except' LOADING (psf) SPACING R14744257 LOT -30 R06. ROOF TRUSS 1 n L C TCLL 16.0 Plates Increase 1.25 TC 0.76 Vert(LL) Job Reference(optional)l� • 5UN 51 A I t UUMYUNtN 15, KINGMHN AL 0.000 a t-eo b ZUu3 MI I ex InaUSmes, Inc. I nu uec 3U 1 b:Zb:Z9 ZUU4 Yage 1 i 5.4-2 11-0-0 13-6-12 19-0-0' 5.4-2 5-7-14 2-6-12 5-54 Scale - 1:31.4 402 = w UB = 3x6 II 6x78 = 4x6 = 6x6 = 2.4 It 5x6 = 54-2 11-0-0 13.6-12 19-0-0 54-2 5-7-14 2-6-12 5-5-4 Plate Offsets MY): [C:0-9-0,0-2-01 TOP CHORD 2 X 4 DFSYP N0.2 BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 HFSPF Stud/STD 'Except' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.04 G-1 >999 M1120 185/144 TCDL 25.0 • Lumber Increase 1.25 BC 0.68 Vert(TL) -0.20 G-1 >999 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.04 E n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well = 360 Weight: 183 Ib LUMBER TOP CHORD 2 X 4 DFSYP N0.2 BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 HFSPF Stud/STD 'Except' A -J 2 X 4 DFSYP No.2, A-1 2 X 4 HFSPF No.2 C-1 2 X 4 HFSPF No.2, C -G 2 X 8 HF No.2 REACTIONS (Ib/size) J=4399/0-3-8, E=3059/0-3-8 Max Horz J=9(load case 3) BRACING TOP CHORD Sheathed or 4-9-9 oc purlins, except end verticals. [P) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. FORCES (lb) - First Load Case Only TOP CHORD A -J=-3402, A -K=5276, B -K=-5276, B -C=-5277, C -D=-6312, D -E=-6897 BOT CHORD J -L=361, I -L=361, H-1=6174, G -H=6174, G -M=6335, F -M=6335, E -F=6335 WEBS A-1=5655, B-1=-804, C-1=1012, C -G=2007, D -G=-453, D -F=517 NOTES (6) 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 8 - 2 rows at 0-9-0 oc. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 fl with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If parches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads per Table No. 16-B, UBC -97. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 884.01b down at 11-" on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 6) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) 'Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 r WARMNO - Va arametem and READ NOTES ON TRIS AND INCLUDED Mr7ER REFERENCE PAGE AM -7473 BEPORS ® 1f�l design P USE. Design valid for use only with m1ek connectors. This design's based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and p-oper incorporation of component a responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction'¢ the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5113 D'Onotdo Drive, Madison, N 53719. q?,pFE$S/pN\ A. BOA �< N . C66424 * EXP, 6-30-06 OFj CA 9TF CAlIFO� January 3,2005 7777 Greenback Lane • Suite 109 Citrus Heights, CA, 95610�� MiTek° Job Truss Truss Type "• Oty Ply CHAMPION/LOT 30 THE TRADITIONS LOT -30 RO6 ROOF TRUSS 1 .2 814744257 Job Reference (optional) + SUN STATE COMPONENTS, KINGM4N AZ .A 5.000 a Feb 6 2003 MTek Industries, Inc. Thu Dec 30 15:26:29 2004 Page 2 r LOAD CASE(S) Standard Uniform Loads (plf) Vert: A -K=-229.0, C -K= -120.0,,C -E=-82.0, J -L=-393.5, L -M=7239':5; E -M=-129.0' Concentrated Loads (Ib) a Vert: M=-884.0 , r - 1 . r , 11. • - ` • r • ® WARNlNO -Vero design parameter and READ NOTES ON TIDE AND INCLUDED 11U7'EE REFERENCE PAGE d!II-7473 BEFORE U58. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design •s based only upon parameters shown. and is for an individual building component. I Suits 109 Citrus Heights, CA. 95610 Applicabili of design paramenters and proper incorporation of component is res building designer - not truss is designer. Bracing shown • ry g p p p p individual incur `R is for lateral support of g to stability web members only. Additional temporary bracing to insure stabBiry during construction is the responsib0lity of the ' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult • ANSI/TPII Quality Criteria, DSO -89 and BCSII Building Component • Safety Information available from Truss Pla-e Institute, 583 D'Onofrio Drive, Madison, WI 53719. M iTek Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS I 9-0-0 10-0-0 Plate Offsets (X,Y): [F:0-3-9,0-1-13], [G:0-4-12,0-3-0] R14744258 LOT -30 R07 ROOF TRUSS 1 1 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.88 Vert(LL) -0.17 - F -G >999 Job Reference (optional) bUN b I A I C tiUIVIrUNCN 10, NIN NV J'4 AL, IVIIK6 DCGK D.VVV b null A LVVJ ""I I CK Illuub111Cb, 111u. I Ilu IJtil: JV la.9V:90 LVV'4 rdge 1 0-0-0 0-0-0 r 4-" 9-" I 13-5-2 19-041 4$-0 4.6-0 4-5-2 5-614 Scale = 1:33.4 s " - 3x4 M1120 11 3x4 M1120 - 4x6 M1120 = A B C 3x8 M1120 = 5x10 M1120 = 0-0-0 0-0-0 9-0-0 19-0-0 . I 9-0-0 10-0-0 Plate Offsets (X,Y): [F:0-3-9,0-1-13], [G:0-4-12,0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.88 Vert(LL) -0.17 - F -G >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.37 F -G >604 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.04 F n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 78 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-7-8 oc puffins, except end verticals. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD SLIDER Right 2 X 4 HFSPF Stud/STD 2-10-3 t, REACTIONS (Ib/size) H=962/0-3-8, F=96210-3-8. Max Horz H=11(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -H=-170, A -B=-52, B -C=-1300, C -D=-1427, D -E=-1800, E -F=-1894 BOT CHORD G -H=884, F -G=1708 WEBS B -H=-1094, B -G=539, C -G=42, D -G=-450 NOTES (4) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 ` per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. FESS /O� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Q(t0 Table No. 16-B, UBC -97. 9� k BOO - 4) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. ��Q��S LOAD CASE(S) Standard G) `� Z > '17 N . C66424 A * EXP, 6-30-06 CIVIC �rFOF CAI -\F January 3,2005 ® WARMNO - Veryy design parameters and READ NOTES ON TM9 AND INCLUDED JUTEH REFERENCE PADS MU -7073 BEFORE USE. 7777 Greenback Lane • Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610 111 Applicability of design paromenters and proper incorporation of component is responsibility of buildng designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Cdterla. DSB-89 and 9CSI1 Building Component • MiTek Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madson. 9A 53719. Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS R14744259 LOT -30 , R08 ROOF TRUSS 1 1 Job Reference (optional) SUN STATECOMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Dec 30 13:40:47 2004 Page 1 0-0-0 7-M I 12-8-9 19-M I 7-M 5-8-9 6.3-7 ' Scale = 1:33.5 4x6 M1120 = 5x6 M1120 = - A B - 4.00 12 3x4 101120 c C D v E h LH u 3x4 MI120 3x4 M1120 11 3x10101120 = 3x4 101120 = 1x4 101120 II 3x4 101120 z� 4z6 101120 II 0-0-0 0-" 7-0-0 12.8-9 19-0-0 7-0-0 5.8-9 6-3-7 Plate Offsets (X,Y): [E:0-3-9,0-2-9] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.05 H-1 >999 M1120 •185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.13 E -F >999 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.04 E n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 81 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-6-3 oc purlins, except end verticals. _ BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD ,'Except' A-1 2 X 4 HFSPF No.2, A -H 2 X 4 HFSPF No.2 SLIDER Right 2 X 4 HFSPF Stud/STD 3-3-1 REACTIONS (Ib/size) 1=962/0-3-8, E=962/0-3-8 Max Horz 1=13(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-1=888, A -B=-1026, B -C=-1154, C -D=-1804, D -E=-1910 '. BOT CHORD H-1=70, G -H=1712, F -G=1712, E -F=1712 ; WEBS A -H=1142, B -H=-218, C -H=736, C -F=121 NOTES (4) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. QRQF ESS/ON 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC �� 9( S N. 13 0& -97. to be by Engineer Record 4) Loads, spacing, bracing and application reviewed of and/or Governing Jurisdiction.CO LOAD CASE(S) Standard N.C66424 Y'A * EXP. 6-30-06 S'N CIVIC- grFOFCA%-\ � January 3,2005 ® WARNING • Vert(y design pnramaten and READ NOTES OATSI3 AND INCLUDED AUTEE REFERENCE PADS MU -7473 BEFORE USE.7777 Greenback Lane xr• r• • Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 �� Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resportsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison, WI 53719. MiTek • r Job Truss Truss Type Qty. Ply 30 THE TRADITIONS•�.CHAMPIONILCIT LOADING (psf) SPACING 2-0-0 CSI DEFL in 814744260 LOT -30 R09 ROOF TRUSS 1 1 Vert(LL) -0.06 E -F >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 Job Reference (optional) • bUN WADI t L UMI-UNr- V I J, MINUTAPN AZ, mlKe 6ecK O.uuu s Jun ,t$ ZUU3 MI I eK Inaustnes, Inc. I nu uec 3u l s:4u:40 ZUU4 rage 1 0-0-0 5-041 11-7-13 19-0-0 5-" 6.7-13 7.44 • Scale = 1:33.8 4x4 M1120 = 46 Mll20 t A B 4 Y u� 1.5x4 MII20 11 0-" 11 3x10 M1120 = 3x4 M1120 = 1x4 M1120 11 - 7 0-" 5-0-0 11-7-13 19-0-0 5-0-0 6-7-13 7-44 dale Unselb ^ TJ: tC.u-a- IO,u- I- I aj LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! PLATES GRIP TCLL 16.0 Plates Increase '1.25 TC 0.98 Vert(LL) -0.06 E -F >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.17 E -F >999 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL)1 0.04 E n/a BCDL • 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 83 lb LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-3-14 oc purlins, except end verticals. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 'Except C -H 2 X 4 HFSPF No.2 SLIDER Right 2 X 4 HFSPF Stud/STD 3-9-13 REACTIONS (Ib/size) 1=962/0-3-8, E=962/0-3-8 Max Horz 1=16(load case 3) FORCES (!b) - First Load Case Only TOP CHORD A-1=-918, A -B=-731, B -C=-865, C -D=-1751, D -E=-1857 BOT CHORD H-1=20, G -H=1661, F-13=1661, E -F=1661 WEBS A -H=1041, B -H=-265, C-1-11=1000, C -F=154 NOTES (4) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) •Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard ® WARNING • 7erUy design Parameters and READ NOTES ON TMS AND 119CIAMED MITES REFERENCE PADS MU -7473 BSFORS VaK Design valid for use only with MTek connectors. This design is based orgy upon parameters shown, and is for an individual building component. Applicability of design pofamenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSI1 Building Component - Safety information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719. /Q?,OFESS/pNq ' > 1 Z N. C66424 A * EXP. 6-30-06 CIVIL gTFOF CAl.1 January 3,2005 7777 Greenback Lane �® Suite 109 __-- Cill Heights, CA, 95610'Er MiTek� t Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS 7-7-12 7-7-12 7-2-8 7-2-8 7-7-12 7-7-12 ' Scale = 1:81.9 R14744261 LOT -30 R10 ROOF TRUSS 1 1 D E F 3x6 M1120 3x6 M1120 2 5x12 M1120 5 r • 5x12 MII20 Job Reference (optional) ID -0-0 I.VIVIt'VIVCIV 1 J, nIIYV1VIFVY ML, IVIIRC OCI:M1 J.VVV J JYII a ww Ivu 1 cM1 nwuoulca, II IV. I IIY UCI. JV ---uGV VY rayc U-0-0 7-7-12 15-3-8 22-6-0 29-8-8 37.44 r 45-0-0 7-7-12 7-7-12 7-2-8 7-2-8 7-7-12 7-7-12 ' Scale = 1:81.9 4.00 12 500 MI120 = • - 1.5x4 M1120 II 5x10 101120 - . D E F 3x6 M1120 3x6 M1120 2 5x12 M1120 5 r • 5x12 MII20 B C G H A A 1 r qq. �1 Y v -d 6x12 M1120 - P O N M r OL K J 6x12 M1120 - 3x8 M1120 5x6101120 '- 3x8 M1120 - 3x4 M1120 - 1.5x4 M1120 11 3x8 M1120 z - 3x8 M1120 3x4 101120 - 5x6 MII20 - U6 M1120 1.5x4 M1120 II r t ' 000 0-00 7-7-12 15-3-8 22-6-0 29-8-8 3744 45-0.0 7-7-12 7-7-12 7-2-8 7-2-8 7-7-12 7-7-12 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE -- SUPPORTING STRUCTURE AS STATED IN THE'DRAG LOAD NOTE BELOW. Plate Offsets (X,Y):[A:0-0-0,0-3-13],[A:6-6-6,0-1-8],[B:0-5-2,0-2-8],[D:0-6-4,0-2-4],[F:0-6-4,0-2-4],[G:0-0-0,0-0-0],[H:0-5-2,0-2-8],[1:0-0-0 ,0-3-13], [1:6-6-6,0-1-8], [K:0-0-0,0-0-0], [L:0 -3-0,0-M], [N:0-3-0,0-3-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP' TCLL 16.0 Plates Increase' 1.25 TC 0.97 Vert(LL) -0.33 K -M >999 TCDL 25.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.99 K -M >548 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.35 1 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well = 360 Weight: 206 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP 1650F 1.5E 'Except' TOP CHORD Sheathed. ' 'D -F 2 X 4 DFSYP No.2, A -C 2 X 4 DF 1450F 1.3E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. G-1 2 X 4 DF 1450F 1.3E WEBS 1 Row at midpt B-0, H -K BOT CHORD 2 X 4 DFSYP 1650F 1.5E "Except' L -N 2 X 4 DFSYP No.2 WEBS 2 X 4 HFSPF Stud/STD 'Except B -O 2 X 4 HFSPF No.2, D -M 2 X 4 HFSPF No.2 F -M 2 X 4 HFSPF No.2, H -K 2 X 4 HFSPF No.2 SLIDER Left 2 X 4 HFSPF Stud/STD 7-11-2, Right 2 X 4 HFSPF Stud/STD 7-11-2 REACTIONS (Ib/size) A=2295:0-3-8,.1=2295/0-3-8 Max Horz A=25(load.case 10)Max pFESS/ A=-15(load case oad case Nq�� Max Grravt A=2621;1 ad case 77),11=2621(load case 6) Q�Oe S A- B0 FORCES (lb) - First Load Case Only TOP CHORD A -B=-5573, B -C=-4647, C -D=4550, D -E=4786, E -F=4786, F -G=-4549, G -H=4647, H-1=-5573 BOT CHORD A -P=5139, O -P=5139, N-0=4328, M -N=4328, M -Q=4328, L -Q=4328, K -L=4328, J -K=5139, r I -J=5139 ' N C66424 A WEBS B-0=161, B -O=-880, D-0=465, D -M=575; E -M=-563, F -M=575, F -K=465, H -K=-880, H -J=1616-30 06 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. SJ• C]V I\- 9rFCF Continued on page 2 CAO • January 3,2005 WWARMNO - 9'er{(y design Parameters and READ NOTES ON TN7S AND DYCLUDED eUTER REFERENCE PADS MU -7473 BEFORE USB, 7777 Greenback Lane m r Suite 109 '.;! Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. - CIWs Heights, CA, 95610 A licabili of design aromenters and proper incorporation of component is res nsibUi of building designer - not truss designer. Bracing shown PP N 9 P P rpo P Po N 9 9 9 9, is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibillity, of the erector, Additional permanent bracing of the overall structure is the responsibility or the building designer. For general guidance regarding 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPlt Quality Criteria. DSB-89 and BCSII Building Component m M Safety Information available from Truss Plate Institute, 5113 D'Onof io Drive. Madison, WI 53719. - iTe4 { Job Truss Truss Type Qty Ply CHAMP /LOT 30 THE TRADITIONS , •SUN NOTES (6) 2) This.truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and R14744261 LOT -30' r: R10 ROOF TRUSS 1 1 a not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase Is 1.33 3) Provide adequate drainage to prevent water ponding. Job Reference (optional) STATE COMPONENTS, KINGMAN" AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Dec 30 13:40:50 2004 Page 2 •SUN NOTES (6) 2) This.truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It ' by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase Is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table' No. 16-B, UBC -97. 5) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 28-7-8 for " 69.9 plf. 6) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard n R ♦ r * j • F Y ®WARNlNO • Ver jfjF design parameters and READ NOTES ON TMS AND ArCLODED ffiTE6' REFERENCE PAGE MU -7473 BLP'ORS USE. 7717 Greenback Lane • Design valid for use only with M1ek connectors. This design 's lxssed only upon parameters shown. and is for on individual building component. Suite 109 Citrus Heights, Off Applicabili of design oramenters and proper inco oration of component is res N g p p p incorporation p responsibility of building designer - not buss designer. Bracing shown CA, 95610 = is for lateral support of indrviduat web members only. Additional temporary bracing to insure stability during construction is the resporsibillify, of the " � ' erector. Additional permanent bracing of the overall structure's the responsibifity, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI] duality Criteria, DS6-89 and BC$11 Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wI53719. MiTek Job Truss Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS Plate Offsets (X,Y): [A:0-0-0,0-3-5],[F:0-54,0-2-8],[H:0-54,0-2-8],[J:0-0-0,0-0-0],[M:0-0-0,0-3-5],[P:0-0-0,0-0-0],[S:0-4-0,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl R14744262 LOT -30 R11 ROOF TRUSS 1 1 TCDL 25.0 Lumber Increase 1.25 BC 0.99 ' BCLL 0.0 Job Reference (optional) "U" o 0-0-U t•VIVI�S I�V CIY 1 J, f\IlYlilvl'112Y 5 17-3-8 �— 22-6-0 a.vuu � our' 27-8-Buuo Cn32-7u11nC, nrs•, r r38-6.7 "'ira.lvu.a r 4�-0rage 0-0-0 6-5-9 5-10-12 4-11-3 5-2-8 5-2-8 4-11-3 5-10-12 6-5-9 .t Scale = 1:81.9 ub B bl 5x12 M1120 - 3x6 M1120 3x6 M1120 5 4.00 12 3x4 M1120 3x6 MII20 s E 1.5x4 M1120 D C . 5x8 M1120 = 1.5x4 M1120 II 5x8 M1120 F G - H T S R 3x4 M1120 = 5x8 M1120 WB - 3x4 M1120 0 1. - 3x4 MII20 I 3x6 M1120 zzz 1.5x4 M1120 J K J L rb ' M QP O N 5x12 M1120 = 3x8 M1120 = e 3x4 M1120 = 3x4 M1120 = 3x6 M1120 5x8 MI120 WB - 34 M1120 z 0.0-0 f 0-M , 9-7-12 17-3-8 22-6-0 27-8-8 35-4-49-7-12 17-3-8 22-6-0 27-8-8 35-4-445-0-0-0-0 CA, 95610"20 , M iTek' 9-7-12 7-7-12 5-2-8 5-2-8 7-7-12 9-7-12 Plate Offsets (X,Y): [A:0-0-0,0-3-5],[F:0-54,0-2-8],[H:0-54,0-2-8],[J:0-0-0,0-0-0],[M:0-0-0,0-3-5],[P:0-0-0,0-0-0],[S:0-4-0,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.28 Q >999 M1120 185/144 TCDL 25.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.90• Q >601 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.29 M n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 198 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP 1650F 1.5E *Except* TOP CHORD Sheathed. F -H 2 X 4 DFSYP No.2, A -D 2 X 4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. J -M 2 X 4 DF 180OF 1.6E BOT CHORD 2 X 4 HFSPF 2100F 1.8E 'Except' O -S 2 X 4 SPF 1450F 1.3E WEBS 2 X 4 HFSPF Stud/STD 'Except F -Q 2 X 4 HFSPF No.2, H -Cl 2 X 4 HFSPF No.2 SLIDER Left 2 X 4 HFSPF Stud/STD 34-1, Right 2 X 4 HFSPF Stud/STD 34-1 REACTIONS (Ib/size) A=2295/0-3-12 (input: 0-3-8), M=2295/0-3-12 (input: 0-3-8) Max Horz A=28(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -B=-5454, B -C=-5352, C -D=-5116, D -E=-5068, E -F=-4292, F -G=-4239, G -H=4239, H-1=4292, I -J=-5068, J -K=-5116, K -L=-5352, L -M=-5454 BOT CHORD A -T=5000, S -T=4627, R -S=4627, Q -R=4020, P-0=4020, 0-P=4627, N-0=4627, M -N=4999 WEBS C -T=239, E -T=349, E -R=-833, F -R=692, F -Q=338, G -Q=-435, H-0=338, H -P=692, I -P=-833, I -N=349, K -N=-239 NOTES (6) Q�kpFESS/pN 1) Unbalanced roof live loads have been considered for this design.9� This has been designed for the loads by 70 30 ft level, N. BO& < 2) truss wind generated mph winds at above ground using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an �Q-t�S /// o � Z occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 �� per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not P exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 NO. C66424 A 3) Provide adequate drainage to prevent water ponding. EXP. 6-30-06 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per * Table No. 16-B, UBC -97. 5) WARNING: Required bearing size at joint(s) A, M greater than input bearing size. �'� CIVIL 6) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. Continued on page 2 OFCAUF January 3,2005 ® WARNING - Ver(fy design parameters and READ NOTES ON THIS AND JNCLUDED AUTER REFERENCE PADS MU -7473 BEFORE USE. Design valid for use orgy with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. 7777 Greenback Lane Suite 109 Citrus Heights, Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction B the resporuibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrto Drive, Madison, VA 53719. CA, 95610"20 , M iTek' Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS r Ra 814744262 LOT -30 R11 ROOF TRUSS 1 1 I Job Reference (optional) F SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Dec 30 13:40:52 2004 Page 2 LOAD CASE(S) Standard, ( , °L 4 +. • ,. , ® WARNING - 7er� design parameters and READ NOTES ON THIS AND DYCLUDED 11UTEH REFERENCE PADS ffi67473 BEFORE USE. 7777 Greenback Lane ® ' Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. Sults 109 g y g y Pa p n p CiWs Heights. CA, 95810�� Applicability of design poramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown `-' _ � ■. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the resporuibfllity, of the erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding + fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Guallty Criteria, DSB-89 and BCS11 Building Component - m Safely Information available tram Truss Plate Institute. 583 D'Onotrto Drive, Madison. M 53719. ' e 1 Job Truss Truss Type Qty . Ply CHAMPION/LOT 30 THE TRADITIONS PLATES GRIP TCLL 16.0, Plates Increase 1.25 TC 0.99 _ R14744263 LOT -30 R12 ROOF TRUSS 1 1 BC 0.99 Vert(TL) -1.08 M-0 >502 psf BCLL 0.0 Job Reference (optiorial) aVry J I M I C 0-0-0 0 L ufvirvr4cni I a, NIVOUIVIMIV ML, IVIIRC OCk:1s .7.VV V b Jull A CVUJ IV111 CK llluubllleb, 111u. 1 flu LJCG ov I J.'#U.aJ LUV'# rage -0-0 age 1 6-5-9 1 12A-5 19-3-8 25.8-8 1 32-7-11 1 38-6-7 45-" 6-5-9 5-10-12 6-11-3 6.5-0 6-11-3 5-10-12 6-5-9 Scale = 1:81.9 e? B 5x12 MII20 = 3x6 M1120 3x6 1011120 Z 4.00 rf2 • U4 M1120 y 3x6 M1120 E 1.5x4 M1120 Q D C 5x6 M1120 = ' 5x10 MII20 = F G R O P 3x4 1011120 - 5x8 MII20 WB = 3x8 M1120 = 3x4 M1120 H 3x6 M1120 zz 1.5x4 M1120 i I J K L P O N M 502M20 0 3x4 M1120 = 3x4 M1120 = 3x6 M1120 5x8 M1120 WS = 3x6 M1120 0-M 0-0-0 �9-7-12 19-3-8 25.8-8 35.4.4 45.0-0-7-12 19-3-8 25.8-8 35.4.4 45-0-0 9.7-12 9-7-12 6.5-0 9-7-12 9.7.12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0, Plates Increase 1.25 TC 0.99 _ Vert(LL) -0.32 M -O >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -1.08 M-0 >502 psf BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.31 L n/a N0. C66424 BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdef1= 360 Weight: 189 lb LUMBER SJ• CjVll BRACING OF Continued on page 2 TOP CHORD 2 X 4 DFSYP 1650F 1.5E 'Except* TOP CHORD Sheathed. January 3,2005 F -G 2 X 4 DFSYP No.2, A -D 2 X 4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I -L 2 X 4 DF 180OF 1.6E WEBS 1 Row at midpt E -P, G -P, H-0 BOT CHORD 2 X 4 HFSPF 180OF 1.6E 'Except' N -Q 2 X 4 HFSPF 1650F 1.5E WEBS 2 X 4 HFSPF Stud/STD 'Except* E -P 2 X 4 HFSPF No.2, G -P 2 X 4 HFSPF No.2 H-0 2 X 4 HFSPF No.2 SLIDER Left 2 X 4 HFSPF Stud/STD 3-4-1, Right 2 X 4 HFSPF Stud/STD 3-4-1 REACTIONS (Ib/size) . A=2295/0-3-12 (input: 0-3-8), L=2295/0-3-12 (input: 0-3-8) 7777 Greenback Lane Max Horz A=31(load case 3) Suite 109 Citrus Heights, CA. 95610 FORCES (lb) - First Load Case Only �see TOP CHORD A -B=-5454, B -C=-5352, C -D=-5133, D -E=-5091, E -F=-4062, F -G=-3781, G -H=-4060, H-1=-5091, I -J= -5134,)-K=-5352, K -L=-5454 BOT CHORD A -R=4996, Q -R=4643, P -Q=4643, O -P=3779, N-0=4643, M -N=4643, L -M=4996 m M iTek WEBS C -R=-208, E -R=360, E -P=1039, F -P=716, G -P=2, G-0=716, H -O=-.1041, H -M=360, J -M=-207 NOTES (6) QIipFESSf 1) Unbalanced roof live loads have been considered for this design. loads 70 level, q� Q- A. Bpi R 2) This truss has been designed for the wind generated by mph winds at 30 ft above ground using 14.0 top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an �S psf ,/ 'I occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 � f per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 N0. C66424 3) Provide adequate drainage to prevent water ponding. * EXP. 6-30 06 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) WARNING: Required bearing size at joint(s) A, L greater than Input bearing size. SJ• CjVll 6) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. OF Continued on page 2 W -W January 3,2005 ® WARMNG . Ver(fg design parameters and READ NOTES o1V TBTS AND D9CLVDED Ml7ER REFERENCE PAGE AW -7473 BEFORE USE. 7777 Greenback Lane Design valid for,use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Citrus Heights, CA. 95610 Applicability of design paramenters and proper incorporation of component is res App ty kg pr p rp p responsibility of building designer -not buss designer. Bracing shown �see is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1711 Quality Criteria, DSB-89 and 8CSI1 Building Component m M iTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. k Job Truss Truss Type - Qty -Ply CHAMPION/LOT 30 THE TRADITIONS R14744263 LOT -30 R12 ROOF TRUSS 1 1 ' Job Reference (optional) r SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Dec 30 13:40:53 2004 Page 2 • F LOAD CASE(S) Standard ' { ' i - ♦ ♦ • M 1 � - Y • 4 Y a c •• w ' s 7erector. NTNOe-9'er(/y design parameters and READ NOTES ON TRIS AND INCLUDED AUMK REFERENCE PADS MD -7473 B&FORS USS• 7777 Greenback Lane�alid for use only with MTek connectors. This design is based only upon parameters shown, and Is for on individual bulding component. Suite 109bBi of desi n aramenters and ro er inc ration of cam oirent is res CiWs Heights, CA, 95610ty g p p p orpo p ponsiblity of building designer - not Inns designer. Bracing shown ral suppoit of-individuol web members only. 'Additional temporary bracing to insure stability during construction is the resporuibillilyof the Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding _ fabrication, quality control,' storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, OSB -89 and BCSII Building Component k • Safety Information available from Truss Plate Institute, SB3 D'Onotrio Drive, Madison, wl 53719. M iTek ° s Job Truss Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS SPACING 2-0-0 CSI DEFL' in (loc) Vdefl PLATES GRIP TCLL 16.0 R14744264 LOT -30 R13 ROOF TRUSS 1 1 BC 0.96 Vert(TL) -0.93 Q -S >582 ' Rep Stress Incr YES WB 0.73 Job Reference (optional) ' auty a t r t c wmruncry l a, nnvvrvlr.ry roc, IVIIM1C DCGM1 a.uvV b dun V LVVJ 1Vll l tlM1 il]UUblliCb, arse. l nu vee au l J:4V:Oa cV V9 rage t 74-15 14-2-5 21-3-8 23.8-8., 30.9-11 I 37-7.1 45-0-0 l 74-15 6-9-7 7-1-3 2-5-0 7-1-3 6-9-7 74-15 'r Scale = 1:81.9 s 5x10 M1120 = 4.00 12 5x6 MI120 = F G 5x12 MI120 - T 34 M1120 1.5x4 M1120 11 3x6 M1120 0-0-0 74-15 14-2-5 74-15' 6-9-7 S R Q P O N 5x8 MI120 W8 = 3x4 M1120 = 3x4 M1120 = 3x4 M1120 = 3x8 M1120 - 5x8 MI120 WB = 21-3-8 23-8-8 30-9-11 7-1.3 2-5-0 7-1-3 M" 502 M1120 = 1.5x4 M1120 II 3x6 M1120 3x6 M1120 I 0-0-0 37-7-1 45-0-0 6-9-7 7.4-15 lg rink wilbCW ln.v-V-V,v----J, V . -vJ, tom. - - - -.iJ, 1.�.v-�-v,�vycJ WEBS 2 X 4 HFSPF Stud/STD 'Except* LOADING (psf) SPACING 2-0-0 CSI DEFL' in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC , 0.95 Vert(LL) -0.27 Q >999 M1120 185/144 TCDL - 25.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.93 Q -S >582 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.33 L n/a I -J=4764, J -K=-5369, K -L=-5481 BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 204 Ib' LUMBER BRACING TOP CHORD 2 X 4 DFSYP 165OF 1.5E 'Except* TOP CHORD Sheathed. F -G 2 X 4 DFSYP No.2, A -D 2 X 4 DFSYP 210OF 1.8E BOT CHORD ' Rigid ceiling directly applied or 10-0-0 oc bracing. I -L 2 X 4 DFSYP 2100F 1.8E WEBS 1 Row at midpt E -Q, H -P BOT CHORD 2 X 4 HFSPF 180OF 1.6E 'Except' O -R 2 X 4 SPF 145OF 1.3E WEBS 2 X 4 HFSPF Stud/STD 'Except* E -Q 2 X 4 HFSPF No.2, F -Q 2 X 4 HFSPF No.2 F -P 2 X 4 HFSPF No.2, G -P 2 X 4 HFSPF No.2 , H -P 2 X 4 HFSPF No.2 SLIDER Left 2 X 4 HFSPF Stud/STD 3-10-3, Right 2 X 4 HFSPF Stud/STD 3-10-3 REACTIONS (Ib/size) A=2295/0-3-12 (input: 0-3-8), L=2295/0-3-12 (input 0-3-8) Max Hoa A=34(load case 3) ..FORCES (lb) - First Load Case Only TOP CHORD A -B=-5480, B -C=-5368, C -D=-4766, D -E=-4712, E -F=-3755, F -G=-3488, G -H=-3760, H-1=4710, I -J=4764, J -K=-5369, K -L=-5481 BOT CHORD A -T=5024, S -T=5024, R -S=4470, Q -R=4470, P -Q=3482, O -P=4468, N-0=4468, M -N=5025, L -M=5025 WEBS C -T=103, C -S=-601, E -S=392, E -Q=-1227, F -Q=787, F -P=21, G -P=780, H -P=-1217, H -N=369, QROFESS/pN J -N=-604, J -M=104 A BOO<� NOTES (6) 1) Unbalanced roof live loads have been considered for this design. >P /-Z 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an N0. C66424A occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 EXP. 6-30 O6 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not. exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. S1� C(v(L OFCA'10 � Continued on page 2 January 3,2005 ® WARNING - Verb design parameters and READ NOTES ON TSUS AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE USB. 's 7777 Greenback Lane ��m Suite 109 Design valid for use orgy with Mliek connectors. This design based only upon parameters shown, and is for an individual build'ing component. Citrus Heights, CA, 95610.-6 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute. 583 D'Onofrfo Drive, Madison, W1 53719. iTe Job Truss Truss Type Qty 814744264 LOT -30 Ft13 - ROOF TRUSS ,. 1 1 ' +�. Job Reference (optional) SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 12003 MiTek•Industries, Inc. Thu Dec 30 13:40:55 2004 Page 2 " •' NOTES (6)- 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) WARNING:' Required bearing size at joint(s) A, L greater than input bearing size. 6) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard r ` { r e - • r I - • ® WARNING . Vero design parameters and READ NO7S3 oN rms AND INCLUDED Ml7LE RSFSRSNCs PADS AU -7473 HEFORS usZ. 7777 Greenback Lane Design valid for use only with k7ek connectors. This design's based only upon parameters shown, and is for on individual building component. Suite 109 Citrus Heights, CA, 95610W ERE Applicability of design aramenters and o incorporation of component B responsibility of building designer -not fens designer. Bracing shown APp fY 9 P proper P P N 9 9 9 9 s. r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the resporsibillity, of the erector: Additional permanent bracing of the overall structure's Me responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSII BuOding Component m M'Tek Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. Ply CHAMPION/LOT 30 THE TRADITIONS 814744264 LOT -30 Ft13 - ROOF TRUSS ,. 1 1 ' +�. Job Reference (optional) Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 R14744265 LOT -30 R14 COMMON 3 1 45-0-0 BCLL 0.0 6-7-7 6-7-7 6.7-7 2-7-12 2-7-12 Job Reference (optional) AUN b I A I I- L"L)mrUNI-N 1 5, RINL1IVIAN Ac, mlKe 11eCK a.000 s Jun v LUUJ mi I eK mauslnes, inc. I nu Uec 3U 1.T.4u:Du LUU4 rage b -o -o LOADING (psf) SPACING - . 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 -TC 0.93 1 6-7-7 13-2-13 1 19-10A 1 22 5-1_12 , 31-9.3 { 38A-9 45-0-0 BCLL 0.0 6-7-7 6-7-7 6.7-7 2-7-12 2-7-12 6-7-7 6-7-7 6-7-7 (Matrix) 1st LC LL Min Vdefl = 360 • - - purlins. s BOT CHORD 2 X 4 DF 180OF 1.6E 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Scale = 1:81.6 N -Q 2 X 4 HFSPF 2100F 1.8E 3 Rows at 1/4 pts E -G .. 5x6 M1120 = D -P 2 X 4 HFSPF No.2, H-0 2 X 4 HFSPF No.2 SLIDER Left 2 X 4 HFSPF Stud/STD 6-10-2, ' 4.00 12 3x8 M1120 -::; F 3.81V!1@0 Max Hoa A=36(load case 3) •• FORCES (lb) - First Load Case Only FESS/() TOP CHORD A -B=-6520, B -C=-5899, C -D=-5818, D -E=-5008, E -U=-1415, U -V=-1375, F -V=-1253, F -W=-1253, Q ko W -X=-1375, G -X=1415, G -H=-5008, H -I= -5818„I -J= -5899,J -K=-6520 P Y E v wx G BOT CHORD A -S=6015, R -S=6015, Q -R=5520, P-0=5520, -Y=4666, -Z=4666, O -Z=4666, N-0=5520, ' �Q' �S AZ. M -N=5520, L -M=6015, K -L=6015 G1 CID>I WEBS E -P=735, D -P=-1053, D -R=331, B -R=-532, B -S=128: G-0=735, H-0=-1053, H -M=331, J -M=-532 4" 3x4 M1120 tz�, J -L=128, E -T=3416, G -T=-3416, F -T=306 3x4 M1120 � - C66424 A 3x6 M1120 NOTES (8) 1,5x4141120 II H 3x6 MII20 ' Continued 2 grF0F CAOF D January 3,2005 ® WARNING . 7er(& design parameters and READ NOTES ON THS AND INCLUDED Aff= REFERENCE PADS AEU -7473 BEFORE rrS& 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610 8x10 M1120 C Applicability of design romenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown N 9 Pa P P rP P N 9 9 9 9 _� support of individual web members only. Additional temporary bracing to insure during construction i the re of the is for tor. - ra - A building des erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding regarding f WOM1120 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII funding Component M e5 , B ITekm J A K 19 k- �qq7 o 604 MI120 = S R Q P Y' Z O N, M L 6x14 M1120 = 3x8141120 U121011120H = 4x4 M1120 = 4x16 Mll20 = 3x4 M1120 = 1.5x4 M1120 11 3x8 M1120 3x4 M1120 = 4x16141120 = 4x4 MI120 = 402 MI120H = 3x8 M1120 1.5x4 141120 11 - , - 3x8 M1120 C 0-0-0 0-" 6-7-7 1 13-2-13 19-10-4 25-1-12 1 31-9-3 38-4-9 45-0-0 6-7-7 6-7-7 6-7-7 5-3-8 6-7-7 6.7-7 6-7-7 e Plate Offsets (X,Y): [A:0-0-0,0-3-13], [A:5-5-15,0-1-8], [B:0-4-14,0-2-8], [J:0-0-14,0-2-8], [K:0-0-0,0.3-13], [K:5-5-15,0-1-8], [N:0-6-0,0-0-0], [0:0-6-0,0-3-8] LOADING (psf) SPACING - . 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 -TC 0.93 Vert(LL) , -0.51 M-0 >999 TCDL 25.0 Lumber Increase 1.25 BC 0.97 Vert(TL)' -1.18 M-0 >458 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.34 K n/a BOOL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 220 lb LUMBER BRACING TOP CHORD 2 X 4 DFSYP 1656F 1.5E TOP CHORD . Sheathed or 1-7-8 oc purlins. s BOT CHORD 2 X 4 DF 180OF 1.6E 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 0-P 2 X 6 SPF 1650F 1.5E WEBS 1 Row at midpt D -P, H-0 N -Q 2 X 4 HFSPF 2100F 1.8E 3 Rows at 1/4 pts E -G WEBS 2 X 4 HFSPF Stud/STD 'Except D -P 2 X 4 HFSPF No.2, H-0 2 X 4 HFSPF No.2 SLIDER Left 2 X 4 HFSPF Stud/STD 6-10-2, Right 2 X 4 HFSPF Stud/STD 6-10-2 s ' REACTIONS (Ib/size) A=2640/0-3-8, K=2640/0-3-8 Max Hoa A=36(load case 3) FORCES (lb) - First Load Case Only FESS/() TOP CHORD A -B=-6520, B -C=-5899, C -D=-5818, D -E=-5008, E -U=-1415, U -V=-1375, F -V=-1253, F -W=-1253, Q ko W -X=-1375, G -X=1415, G -H=-5008, H -I= -5818„I -J= -5899,J -K=-6520 P Y q( P. 80� C°y BOT CHORD A -S=6015, R -S=6015, Q -R=5520, P-0=5520, -Y=4666, -Z=4666, O -Z=4666, N-0=5520, ' �Q' �S AZ. M -N=5520, L -M=6015, K -L=6015 G1 CID>I WEBS E -P=735, D -P=-1053, D -R=331, B -R=-532, B -S=128: G-0=735, H-0=-1053, H -M=331, J -M=-532 4" J -L=128, E -T=3416, G -T=-3416, F -T=306 J NO. C66424 A NOTES (8) * EXP. 6-30-06 1) Unbalanced roof live loads have been considered for this design. LPA CIVIC �P Continued 2 grF0F CAOF on page January 3,2005 ® WARNING . 7er(& design parameters and READ NOTES ON THS AND INCLUDED Aff= REFERENCE PADS AEU -7473 BEFORE rrS& 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610 Applicability of design romenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown N 9 Pa P P rP P N 9 9 9 9 _� support of individual web members only. Additional temporary bracing to insure during construction i the re of the is for tor. - ra A building des erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII funding Component M Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, cal 53719. - ITekm e Job Truss Truss Type Oty Ply CHAMPION/LOT 30 THE TRADITIONS r _ 814744265 LOT -30 814 _ COMMON - 3 1 ' ' Job Reference • SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTe Industries, Inc. Thu Dec 30 13:40:57 2004 Page 2 NOTES (8) r 2) This truss has been designed for the wind loads generated by 70 mph winds: at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft ' by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) 150.01b AC' unit load placed on the top chord, 22-6-0 from left end, supported at two points, 4-0-0 apart. ' 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a' 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Load case(s) 8 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. t 7) Special hanger(s) or connections) required to support concentrated load(s) 75.01b down at 20-6-0, 75.01b down at 24-6-0, and 108.0Ib down at . 21-0-0, and 108.Olb down at 24-0-0 on top chord, and 75.Olb down at 20-6-0, and 75.Olb down at 24-6-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 8) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. Y LOAD CASE(S) Standard Except ,. 1) Regular. Lumber Increase=1.25, Plate Increase" -1.25 Uniform Loads (plo Vert: A -V=-82.0, F -V=-190.0, F -W=-190.0, K -W=-82.0, A -K=-20.0 Concentrated Loads (lb) - Vert: U=-75.0 V=-108.0 W=-108.0 X=-75.0 8) User defined: Lumber Increase=1.25, Plate Increase=1.25 r Uniform Loads (plf) Vert: A -V=-82.0, F -V=-174.6, F -W=-174.6, K -W=82.0, A -K=-20.0 Concentrated Loads (lb) Vert: V=-92.6' W=-92.6 Y=-75.0 Z=-75.0 • T - w NING - VerVy design parameters and READ NOTES ON THIS AND 7FCLUDED AUTER REFERENCE PAGE DTII -7473 BEFORE USE. 7777 Greenback Lanealid -Tek Suite 109 1"'!ili 7Desi,,gn for use only with M connectors. This design is based only upon parameters shown, and is for an individual building component. Heights, CA, 95610N of des' n aromenfers and proper inco ration of core onent is res nsibili of buildi desi ner - not truss desi ner. Bracin shownCitrus P rPo P Po N n9 9 9 9 ral suppoA of individual web members only. Addifbnal temporary brdcing to insure stability tluring construction is the respomibilliN of the ' erecor. Additional permanent bracing of the overall structure h the responsibility of the building designer. For general guidance regarding. fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/T911 Guality Criteria, DSB-89 and BCSII Building Component m M Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Modison, wl 53719. . . . - , iTek • r (optional) - Job, Truss Truss Type Qty Ply CHAMPION OT 30 THE TRADITIONS PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.52 M-0 >999 R14744266 LOT -30 R14A COMMON 1 • 1 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.34 K n/a BCDL 10.0 Job Reference (optional) SUN STATE COMPONENTS, KINGMAN AZ S.uuu a FeD b 2uu3 MI I ex InOUstnes, Inc: Thu Dec 3U 15:26:55 2OU4 Page 1 6-7-7 13-2-13 19-104 22-6-0 25-1-12 31-9-3 38-4-9 450-0 6-7-7 6-7-7 6-7-7 2-7-12 2-7-12 6-7-7 6-7-7 6-7-7 Scale = 1:75.3 5x6 = 4.00 12 3.8 Z. F 3x6 Z 606 = - S 4 R a P Y 4x4 = Z O N M 1.5.6 II 31A= 5x10 MI120H WB= 5x18 = 4x4 = 506 = 5x10 MI120H WB = 3.4= L _.._ 1.5.4 II 6-7-7 13-2-13 19-104 251-12 31-9-3 1 384-9 1 450-0 6-7-7 6-7-7 6-7-7 53-8 6-7-7 6-7-7 6-7-7 6.16-- 6-7-7 :16= Ijfg M Plate Offsets (X,Y): [A:0-0-0,0-3-131, [A:5-2-15,0-1-81, [B:0-5-6,0-2-01, [J:0-5-6,0-2-01, [K:5-2-15,0-1-81, [K:0-0-0,0-3-131, [Q:0-5-0,Edge) LOADING (psf) SPACING 2-4-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.52 M-0 >999 M1120 185/144 TCDL 25.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -1.18 M-0 >457 M1120H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.34 K n/a BCDL 10.0 Code ' UBC97/ANSI95 (Matrix) 1 st LC LL Min I/deft = 360 Weight 231 Ib LUMBER TOP CHORD 2 X 4 DFSYP 2100F.1:SE BOT CHORD 2 X 4 DFSYP 2100F 1.8E 'Except' O -P 2 X 6 SPF 1650F 1.5E, N -Q 2 X 4 DFSYP 240OF 2.0E WEBS 2 X 4 HFSPF Stud/STD 'Except' D -P 2 X 4 HFSPF No.2, H-0 2 X 4 HFSPF No.2 E -G 2 X 4 HFSPF No.2 SLIDER Left 2 X 6 SPF 1650F 1.5E 6-10-2, Right 2 X 6 SPF 1650F 1.5E 6-10-2 REACTIONS (Ib/size) A=3022/0-3-9 (input: 0-3-8), K=3022/0-3-9 (input: 0-3-8) Max Horz A=42(load case 3) BRACING i TOP CHORD Sheathed or 2-3-2 oc purlins. [P) BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 1 Row at midpt D -P. H-0 2 Rows at 1/3 pts E -G FORCES (lb) - First Load Case Only TOP CHORD A -B=-7448, B -C=-6715, C -D=-6620, D -E=-5670, E -U=-1543, U -V=-1499, F -V=1371, F -W=-1371, W -X=-1499, G -X=-1543, G -H=-5670, H-1=-6620, 1-J=-6715, J -K=7448 BOT CHORD A -S=6870, R -S=6870, O -R=6281, P -Q=6281, P -Y=5279, Y -Z=5279, O -Z=5279, N-0=6281, M -N=6281, L -M=6870, K -L=6870 WEBS E -P=862, D -P=-1235, D -R=390, B -R=-632, B -S=150, G-0=862, H-0=-1235, H -M=390, J -M=-632, J -L=150, E -T=-3915, G -T=-3915, F -T=354 NOTES (9) 1) Unbalanced roof live' loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) 150.01b AC unit load placed on the top chord, 22-6-0 from left end, supported at two points, 4-0-0 apart. 4) All plates are M1120 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) WARNING: Required bearing size at joint(s) A, K greater than input bearing size. 7) Load case(s) 8 has/have been modiffed.Building designer must review loads to verify that they are correct for the intended use of Con Inued sh page 2 ® WARNWO • Verl, fir design Parameters and READ NOTES ON TMS AND INCJ MJW ffi2TEE REFERENCE PAGE JW 7473 BEFORE USB. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibiility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/tPll Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5B3 D'Orlohio Drive, Madison, WI 53719. /QROFESSIpN\ c NO. C66424 * EXP. 6-30-06 %* CIV1\. �P ��FCF CA1.\F0�/ January 3,2005 7777 Greenback Lane s�s�• Suite 109 Citrus Heights, CA, 95610 zff MOW SUN STATE COMPONENTS, KINGMAN AZ 5.000'e Feb 6 2003 MiTek Industries, Inc. +Thu Dec 30 15:26:55 2004. Page 2 , NOTES (9) :' q 8) Special hanger(s) or connections) required to support concentrated load(s) 75.0Ib down at 20-6-0; 75.01b down at 24-6-0, and 108.Olb down at 21-0-0, and 108.01b down at 24-0-0 on top chord, and 75.01b down at 20-6-0, and 75.Olb down at 24-6-0 on bottom chord:- Design for unspecified connections) is delegated to the ' building designer. 9) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction.'' ,. LOAD CASE(S) Standard Except: - A)'Regular. Lumber Increase=1.25_, Plate Increase=1.25 Uniform Loads (plo, + r y Vert: A -V=-95.7, F -V=-203.7, F -W=-203.7, K -W=95.7, A -K=-23.3 s Concentrated Loads (lb) Vert:'U=-75.0 V=108.0 W=-108.0 X=-75.0 8) User defined: Lumber Increase= 1.25, Plate Increase=1.25 Uniform Loads (plf) ti , Vert: A -V=-82.0, F -V=174.6, F -W=-174.6, K -W=-82.0, A -K=20.0 ' Concentrated Loads (lb) r_. Vert: V=-92.6 W=-92.6 Y>75.0 Z=75.0 .. - ", r : ti r x.• • .A { + ♦ . ' . . 4 - i 7D�e,fign RMNO. 17-0 designp' r t— and READNOTES ON TM AND D7CLUDED A>TTES REFERENCE PADS AW -7473 BEFORE T7SE. 7777 Greenback Lanealid for use orgy with Mlek connectors. This design is based only upon parameters shown, and is for on individual building component. sulfa 109 bility of design paramenters and proper incorporation of component a responsibility of,building designer -.not truss designer. Bracing shownCftrus Heghts, Cq 95610eral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibililty of the erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component s m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. t M iTek Job •' Truss - Truss Type city Ply CHAMPION/LOT 30 THE TRADITIONS - • 814744266 LOT -30 y R14A COMMON Job Reference (optional) 0 Job .. Truss Truss Type Qty Ply CHAMPION OT 30 THE TRADITIONS A 874744267 LOT -30 R15 COMMON 1 1 - " Job Reference (optional) . AUIV JIHIC VV lvlr'V IV CIV 1J, r�I1V l71VIMIV r�L,•IVIIRC OCIiR :J.VVV D YYII .7 LVVJ IVIIICR IIIYYOUICD, IIIY. IIID NCti JV IJ.Y I.VV LVVY rGI,�C 00-0 V 6-7-7 13.2-13k 19-IOA 22-6-0 25-1-12 I 31-9-3 38-4-9 44 -8 + 6-7-7 6.77 6-7-7 2-7-12 2-7-12 - 6-7-7 6-7-7 6-1-15 " Scale = 1:80.9 • 5x6 M1120 4.001�' 3x8 M1120 y F 3x8 MI120 , uv Wx G ` .Y 3x4 M1120 1,5x4 MII20 I I 3x4 M1120 • 2x6 MI@0 p H 3x6 MI120 C _ 6x10 MII20 G C ' 1 5x10 MII20 dd 6x14 M1120 = - S R O P Y z O N M L 8x12 M1120 = 3x8 M1120 4x4 M1120 = 4x16 M1120 = • 'k + 4x12 MII20H = 3x4 M1120= 1.5x4 MII20 II 3x8 M1120 S 3x4 M1120 = 406 MI120 = 44 M1120 = 5x8 M1120 = - - 48 M1120 1.5x4 M1120 11 _ - 4x8 M1120 zz� r. ' • ` t • 0-" 0-M 6-7-7 13-2-13 19-10-4 25-1-12 31-9-3 3841-9 44-6 6-7-7 6-7-7 6-7-7 5-3-8 6-7-7 6-7-7 ' 6-1-15 Plate Offsets (X,Y): [A:0-0-0,0-3-13], [A:5-6-3,0-1-8], [B:0-4-14,0-2-12], [J:0-4-14,0-2-0], [K:0-0-0,0-6-2], [K:5-2.11,0-2-0], [N:0-4-0,0-0-01,[0:0-6-0 ' 0-3-8] r LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES t GRIP TCLL 16.0 Plates Increase 1.25 TC 1 0.99 Vert(LL) -0.51 P -R >999 TCDL 25.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -1.16 P -R >460 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.31 K n/a " BCDL ' 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Vdefl = 360 Weight: 222 Ib LUMBER BRACING TOP CHORD 2 X 4 OF 1450F 1.3E 'Except TOP CHORD Sheathed. C -F 2 X4 DFSYP 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2'X 4'DFSYP 1650F'1.5E 'Except WEBS 1 Row at midpt D -P, H-0 A -Q 2 X 4 OF 180OF 1.6E, O -P 2 X 6 SPF 1650F 1.5E 2 Rows at 1/3 pts E -G N -Q 2 X 4 HFSPF 2100F 1.8E WEBS 2 X 4 HFSPF Stud/STD 'Except D -P 2 X 4 HFSPF No.2; H -O 2 X 4 HFSPF No.2 SLIDER, Leff 2X 4 HFSPF Stud/STD 6-10-2, Right 2 X 6 SPF 1650F 1:5E 6-4-15 REACTIONS (Ib/size) A=2479i0-3-8, K=2484/0-3-8 Max Harz A=36(load case 3) Max Grav A=2479(load case 1), K=2484(load case 8) + 1+• Q?,OFESS /ply FORCES • (lb) - First Load Case Only A ,B TOP CHORD W X=-10735, G X � 075 G H=-45 5 HE=5243, IE -J=-5325, J KV5790 9 F -V=-946, F -W=952, ��S �(/��F�C BOT CHORD A -S=5605, R -S=5605, Q -R=5079, P -Q=5079, P -Y=4199, Y -Z=4199, O -Z=4199, N-0=4974„ Z M -N=4974, L -M=5286, K -L=5286 WEBS . E -P=731, D -P=1086, D -R=352, B -R=-564, B -S=128, G-0=703, H-0=-957, H -M=250, J -M=-334,• j N . C66424 J -L=118, E -T=-3263, G -T=-3263, F -T=295 - * EXP.6-30-06 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. S� CIV I� Continued on page 2 9�FCFCAI.+ January 3,2005M 7777 Greenback Lane ® WARNING - Ver jjg design parameters and READ NOTES ON TffiS AND INCLUDED dUTER REFERENCE PADS MU -7473 BEFORE USB. • m Design valid for use only with Mifek connectors. This design 6 based only upon Suite 109' g y g y po parameters shown, and is for an individual building Component. 95610�� Applicability of design poramenters and proper incorporation of component is responsibility Heights, CA, ity of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing o1 the overall structure is the responsibility of the building designer. For general guidance regarding r fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/rPll Quality Criteria, OSB -89 and SCS11 Building Component • Safely information available from Truss Plate Institute. 583 D'Onotdo Drive. Madison, WI 53719. Ply CHAMPION/LOT 30 THETRADITIONS Job Truss Truss Type Qty - 814744267 LOT -30 815 COMMON 1 1 ` Job Reference (optional) SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Dec 30 13:41:00 2004 Page 2 NOTES (8) 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are " not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) 150.01b AC unit load placed on the top chord, 22-6-0 from left end, supported at two points, 4-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. !' 6) Load case(s) 8 has/have.been modified. Building designer must review loads to verify that they are correct for the Intended use of this truss. " 7) Special hanger(s) or connection(s) required to support concentrated load(s) 75.O1b down at 20-6-0, 75.0lb down at 24-6-0, and 54.01b down at 21-0-0, and 54.O1b down at 24-0-0 on top chord, and 75.01b down at 20-6-0, and 75.01b down at 24-6-0 on bottom chord. Design for unspecified connections) is delegated to the building designer. ' 8) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard Except: 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-82.0, F-V=-136.0, F-W=-136.0, K-W=82.0, A-K=-20.0 , Concentrated Loads (lb) Vert: U=-75.0 V=-54.0 W=-54.0 X=-75.0 ` 8),User defined: Lumber Increase=1.25, Plate, Increase= 1.25 Uniform Loads (pIf) ` Vert:'A-V=-82.0, F-V=-136.0, F-W=-136.0, K-W=-82.0; A-K=-20.0 ' Concentrated Loads (lb) ' Vert: V=-54.0 W=-54.0 Y=-75.0 Z=-75.0 ' t r ® WARNING • verj/y design parameters and READ N07ES ON TRES AND INCLUDED MTTEE REFERENCE PAGE MB--7473 BEFORE DS& Design valid for use oNy with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. 7777 Greenback Lane Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA' 956100 I —r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of, the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdteda, DSB-89 and BCSIT Building Component • MiTek Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, wl 53719. Ply CHAMPION/LOT 30 THETRADITIONS � - 814744267 LOT -30 815 COMMON 1 1 ` Job Reference (optional) Job Truss Truss Type Qty 3x4 M1120 Z 3x6 M1120 Z PLOT30 THE TRADITIONS ION/nce 3x4 101120 D R14744268 LOT -30 R16 COMMON 1 �Ply.�.—rCHAM 1 I 6210 MI120 A B Refere(optional) ,wlv v 0-0V I IIV LICIT IV 10.4 1.Uf LVu9 rage 6.0.0 6-7-7 13-2-13 - I 19-104 22-6-0 25-1-12 I 31.9-3 I 38-0-9 I 44-6-8 6-7-7 6-7-7 • 6-7-7 2-7-12 2-7-12 6-7-7 6-7-7 6-1-15 Scale = 1:80.9 5x6 101120 - 4.00 [T2 3x8 M1120 Z P 3x8 M1120 z� . E lJ V .. wx G " • ' 3x4 M1120 Z 3x6 M1120 Z 1.5x4 M1120 I I 3x4 101120 D H 3x6 M1120 N 6x10 M1120 y C I 6210 MI120 A B J A K 1m L d d 6x14 101120 = S R O P,Y Z O N M L - 8x12 M1120 - 3x8 M1120 '4212 M1120H = 40 M1120 - 406 M1120 = 30 M1120 = 1.5x4 M1120 II 3x8 M1120 3x4 M1120 - 406 M1120 = 40 M1120 = 500 MI120 = 4x8 101120 ' 1.5x4 101120 'It - r 4x8101120 zz 0-0-0 0.0-0 6-7-7 13-2-13. 19-10.4 25-1-12 - 31-9.3 384-9 44-6-8 6-7-7 6-7-7 6-7-7 5-3-8 6-7-7 6-7-7 a 6-1-15 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Plate Offsets (X,Y): [A:0-0-0,0-3-13], [A:5-5-15,0-1-8], [B:0-4-14,0-2-4], [J:0-4-14,0-2-12], [K:0-0-0,0-6-2], [K:5-2-3,0-2-0], [N:0-5-0,0-0-0], [Q:0-6-0 ,0-3-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.96 Vert(LL) -0.47 P -R >999 TCDL 25.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -1.06 ' P -R >504 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) . 0.33 K n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360 Weight: 222 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP 1650F 1.5E TOP CHORD Sheathed. BOT CHORD 2 X 4 DF 180OF 1.6E 'Except' BOT CHORD Rigid ceiling directly applied or 9-10-10 oc bracing. O -P. 2 X 6 SPF 1650F 1.5E WEBS 1 Row at midpt D -P, H -O N -Q 2 X 4 HFSPF 210OF 1.8E 2 Rows at 1/3 pts E -G WEBS 2 X 4 HFSPF Stud/STD 'Except D -P 2 X 4 HFSPF No.2, H-0 2 X 4 HFSPF No.2 ' SLIDER Left 2 X 4 HFSPF Stud/STD 6-10-2, Right 2 X 6 SPF 165OF 1.5E 6-4-15 REACTIONS (Ib/size) A=2479/0-3-8, K=2484/0.3-8 Max Holz A=-58(load case 12) Max Uplift A=187(load case 10), K=-184(load case 13) Max Grav A=3031(load case 7), K=3035(load case 6) F LFORCES QR()FES$/�� (Ib) - First Load Case Only TOP CHORD 8, F F EI=5243, �� A B q� �(J��F�C -V=-954, -W=-960, W X=5-1-1043 G X 1084 6-H=-4515, EJu-53248) K -5787 �l�s BOT CHORD A -S=5604, R -S=5604, Q -R=5079, P-0=5079, P -Y=4199, Y -Z=4.199, O -Z=4199, N-0=4974, > y M -N=4974, L -M=5284, K -L=5284 WEBS E -P=731, D -P=-1086, D -R=352, B -R=-563, B -S=127; G-0=703, H -O=-957, H -M=250, J -M=-332, N C66424 A J -L=118, E -T=-3254, G -T=-3254, F -T=295 EXP. 6-30-06 * NOTES (9) 1) Unbalanced roof live loads have been considered for this design.. C10- 2 9�FCFC/>,U1 Continued on page • January 3,2005 ® WARND70 - Verj/g design parameters and READ NOTES ON TSrS AND INC7.UDED ArlTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane 1 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown CA, 95610�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ^ M iTek° Job Truss Truss Type * " .Qty Ply- CHAMPION/LOT 30 THE TRADITIONS r R14744268 LOT -30 R16 COMMON 1 1 Job Reference (optional) •SUN 51 A It GUMYUNtN 15, KINUMAN AL, MIKe CeCK o.uuu 5 Jun a cuvo IVII 1 WK 171411.151ne5, InG. I nu Lieu Ju I J:4 I .u[ Guu9 rdye c < NOTES (9) 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by24 ft with exposure C ASCE 7-93 per UBC97/ANSl95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 . 3) 150.01b AC unit load placed on the top chord, 22-6-0 from left end, supported at two points, 4-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Load case(s) 16, 17, 18 hasthave been modifted.Building designer must review loads to verify that they are correct for the intended use of this truss. 7) This truss has been designed for a total drag load of 3000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 32-0-0 for 93.8 plf. 8) Special hanger(s) or connection(s) required to support concentrated load(s) 75.01b down at 20-6-0, 75.01b down at 24-6-0; and 54.Olb down at 21-0-0, and 54.O1b down at 24-0-0 on top chord, and 75.01b down at 20-6-0, and 75.O1b down at 24-6-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 9) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. M + LOAD CASE(S) Standard Except: 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A -V=-82.0, F -V=-136.0, F -W=-136.0, K -W=-82.0, A -K=-20.0 ' Concentrated Loads (lb) . Vert: U=-75.0 V=-54.0 W=54.0 X=-75.0 + 16) User defined: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A -V=-82.0, F -V=-136.0, F -W=-136.0, K -W=-82.0, A -K=-20.0 Concentrated Loads.(Ib) Vert: V=-54.0 W=-54.0 Y=-75.0 Z=-75.0 17) User defined -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) 'Vert: A -B=-55.8, B -V=-59.5, F -V=-113.5, F -W=-1.58.5, J -W=-104.5, J -K=-110.1, A -K=-20.0 Horz: A -B=173.2, B -F=202.1, F -J=202.1; J -K=161.2 Drag: A -M=-93.8 Concentrated Loads (lb) Vert: V=-54.0 W=-54.0 Y=-75.0 Z=75.0 18) User defined -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads,(plf) Vert: A -B=-108.2, B -V=-104.5, F -V=-158.5, F -W=-113.5, J -W=-59.5, J -K=-53.9, A -K=-20.0 Hori: A -B=-173.2, B -F=-202.1, F -J-202.1, J -K=-161.2 Drag: A -M=93.8 - Concentrated Loads (lb) Vert: V=-54.0 W=-54.0 Y=-75.0 Z=-75.0 ' 1 • 1 - 1 ® WARNING - Verb design Parameters and READ NOTES ON THIS AND INCLUDED MnZK RBFMWNCE PADS MU -7473 BEFORE USE. - Design valid for use orgy with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. - Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporsibillity of the erector. Additional permanent bracing cr the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, wl 53719. 1 7777 Greenback Lane1D Suite 109 Citrus Heights, CA 95610_6! Cr_ lay"a MOW Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS y of building -not truss Applicability of design paramenters and proper incorporation of component is responsibility of bulding designer -not truss designer. Bracing shown 4-11-0 6-0-3 5513 5-6-13 6-0.3 4-11-0 Plate Offsets (X,Y): [A:0-0-0,0-3-13],[6:0-4-0,0-5-8],[C:0-4-0,Edge],[D:0-9-8,0-2-0],[E:0.4-0,0-5-81,[F:0-5-0,0-1-8],[G:0-4-0,0-5-8],[H:0-9-8 R14744269 LOT -30 R17G COMMON 1 1 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.16 P -R >999 'Job Reference (optional) JUN J I N I C l.uml-UrIMN 1 J, NIIVUlv1A1V ML, IVIIxe DMA 4-11-0 10.11-3 4-11-0 6-0-3 4.00 12 4x16 MII20 Z 8x8 M1120 6x8 M1120 i:� E D e 8x8 M1120 5• C B 60211120 = R - Us 101120 1x4 M1120 II , F o.uuu s Jun V LUUJ ml lex Inausirles, Inc., I nu uec JU ls:4i:u4 Luu4 rage 1 0-0-0 1650 l 22-0-13 5-0-13 5-6-13 6x10 M1120 F Q P O 5x6 M1120 W8 = 3x8 M1120 = 4x4 M1120 28-1-0 33-0-0 i B-0-3 4-11-0 Scala = 1:60.7 NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 8x8 M1120 G 4x16 M1120 H 6x811120 I 8x8101120 J N M L 40 M1120 = - 1x4 101120 II 5x6 M1120 WB = 3x6 MI120 6x12 MII20 REACTIONS (Ib/size) A=2013/0-3-8, K=2013/0-3-8 Max Horz A=-26(load Case 12) Max Uplift A=495(load case 10), K=-495(load case 13) Max Gray A=2724(load case 7), K=2724(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-4900, B -C=-4154, C -D=-4106, D -E=-4070, E -F=-3199, F -G=-3200, G -H=-4070, H-1=-4106, I -J=-4154, J -K=4902 BOT CHORD A -R=4530, Q -R=4530, P -Q=4530, O -P=3895; N-0=3895, M -N=4531, L -M=4531, K -L=4531 WEBS B -R=208, E -P=442, F-0=1499, G -N=442, J -L=208, B -P=-664, E-0=-1127, G-0=1124, J -N=-666 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level,'using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 - 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live.loads per Table No. 16-B, UBC -97. 4) This truss has been designed for a total drag load of 4000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 33-0-0 for 121.2 plf. 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. Continued on page 2 �QRpFESS/pN\ S A. Bp< N0. C66424 * EXP, 6-30-06" ��• CIV1� ��P q�FCF CAl.1F0� January 3,2005 ® WARNING - Vert y design parameters and READ NG7ES GN TSIs AND LVClUDED a=K REFERENCE PAGE MU 7473 BEFORE USE, 0-0-0 0-" Design valid for use only with MITek connectors. This design is based only u and is for an it g y g y pan parameters building component. 4-11-0 10.11-3 16.6-0 22-0-13 28-1-0 33-0-0 y of building -not truss Applicability of design paramenters and proper incorporation of component is responsibility of bulding designer -not truss designer. Bracing shown 4-11-0 6-0-3 5513 5-6-13 6-0.3 4-11-0 Plate Offsets (X,Y): [A:0-0-0,0-3-13],[6:0-4-0,0-5-8],[C:0-4-0,Edge],[D:0-9-8,0-2-0],[E:0.4-0,0-5-81,[F:0-5-0,0-1-8],[G:0-4-0,0-5-8],[H:0-9-8 0-2-0], [1:04-0,Edge], [J:0-4-0,0-5-8], [K:0-0-0,0-3-13), [Q:0-3-0,Edge] LOADING (psf) SPACING" 2=0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.16 P -R >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.52 P -R >755 , BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.22 K ' n/a BCDL 20.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 185 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 3-0-6 oc purlins. BOT CHORD 2 X 4 DFSYP 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-2-2 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 'Except E -O 2 X 4 HFSPF No.2, G -O 2 X 4 HFSPF No.2 J -N 2 X 4 HFSPF N6.2 SLIDER Left 2 X 4 DFSYP No.2 9-3-2, Right 2 X 4 DFSYP No.2 9-3-2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) A=2013/0-3-8, K=2013/0-3-8 Max Horz A=-26(load Case 12) Max Uplift A=495(load case 10), K=-495(load case 13) Max Gray A=2724(load case 7), K=2724(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-4900, B -C=-4154, C -D=-4106, D -E=-4070, E -F=-3199, F -G=-3200, G -H=-4070, H-1=-4106, I -J=-4154, J -K=4902 BOT CHORD A -R=4530, Q -R=4530, P -Q=4530, O -P=3895; N-0=3895, M -N=4531, L -M=4531, K -L=4531 WEBS B -R=208, E -P=442, F-0=1499, G -N=442, J -L=208, B -P=-664, E-0=-1127, G-0=1124, J -N=-666 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level,'using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 - 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live.loads per Table No. 16-B, UBC -97. 4) This truss has been designed for a total drag load of 4000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 33-0-0 for 121.2 plf. 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. Continued on page 2 �QRpFESS/pN\ S A. Bp< N0. C66424 * EXP, 6-30-06" ��• CIV1� ��P q�FCF CAl.1F0� January 3,2005 ® WARNING - Vert y design parameters and READ NG7ES GN TSIs AND LVClUDED a=K REFERENCE PAGE MU 7473 BEFORE USE, 7777 Greenback Lane --40 Design valid for use only with MITek connectors. This design is based only u and is for an it g y g y pan parameters building component. Suite 109 Citrus Heights, CA, 95610ME y of building -not truss Applicability of design paramenters and proper incorporation of component is responsibility of bulding designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity of the erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute; 583 D'Onohio Drive, Madison, WI 53719. - M iTek Job Truss. - Truss Type , LOT -30 R17G COMMON • SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck LOAD CASE(S) Standard 1 I• , 3 , 1 Job Truss. - Truss Type , LOT -30 R17G COMMON • Qty Ply CHAMPION/LOT 30 THE TRADITIONS r R14744269 1 1 - Job Reference (optional) )0 s Jun 9 2003 MiTek Industries, Inc. Thu Dec 30 13:41:04 2004 Page 2 • r % • 1 , Y . • 1 ` r 1 • { ♦ - + 74esign NING• Verthdesign parameters and READ NOTES ON THIS AND INCLUDED AITBR REFERENCE PADS AW -7473 REFOR&USB. 7777 Greenback Lanealid for use only withMrlek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 ility of design paramenters and proper incorporation of component k responsibility of building designer - not truss designer. Bracing shownCitrus Heights, CA 95610rol support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibiillity of the WW" 11 erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding _ fabrication, quality control, storage. delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. M iTek Job Truss Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS ' , • 814744270 LOT -30 818 COMMON 23 1 ' ' Job Reference (optional) -SUN STOP-0E COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Dec 30 13:41:06 2004 Page 1 0-M 4-11-0 10-11-3 16.6-0 22-0-13 28-1-0 33-0-0 4-11-0 6-0-3 5.6.13 5-6-13 6-0.3 4-11-0 Scale = 1:58.8 4x6 M1120 4.00 FE F • 3x4 M1120 5 3x4 MII20 Q ' 3x6 M1120 Z E G 3x6 M1120 3x4 MII20 D ' H 3x4 M1120 � . C B J A I K 5x10 M1120 - R _ 0 P 0 N M L 5x10 M1120 - 3x6 M1120 1x4 M1120 I I 4xB M1120 = . 3x8 M1120 - 3x4 M1120 - 1x4 M1120 II 3x6 M1120 ' US M1120 3x4 M1120 = 4x8 M1120 = 3x6 M1120 0-0-0 0-0-0 4-11-0 10-11-3 1680 22-0-13 28-1-0 33-0-0 4-11-0 6-0.3 5813 5.6-13 6.0-3 4-11-0 Plate Offsets (X,Y):[A:0-0-0,0-2-8],[K:0-0-0,0-3-5],[M:0-4-0,0-0-0],[Q:0-4-0,0-3-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.15 O >999 TCDL 25.0 Lumber, increase 1.25 BC ' 0.94 Vert(TL) -0.59 N-0 >674 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.20 K n/a BCDL 20.0 Code UBC97/ANS195 (Matrix) 1 st LC LL Min Udefl = 360. Weight: 142 Ib LUMBER BRACING TOP CHORD 2 X 4 DF 1450F 1.3E 'Except* TOP CHORD Sheathed or 2-1-2 oc purlins. A-D 2 X 4 DFSYP 1550F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. H-K 2 X 4 DFSYP 1550F 1.5E BOT CHORD 2 X 4 HFSPF 1650F 1.5E WEBS 2 X 4 HFSPF Stud/STD 'Except* E-0 2 X 4 HFSPF No.2, G-0 2 X 4 HFSPF No.2 I-N 2 X 4 HFSPF No.2 SLIDER Left 2 X 4 HFSPF Stud/STD 3-2-3, Right 2 X 4 HFSPF Stud/STD 3-2-3 REACTIONS (Ib/size) A=2013.10-3-8, K=2013/0-3-8 Max Horz A=-27(load case 4) FORCES - (lb) - First Load Case Only QFESS/ TOP CHORD A-B=-4614, B-C=-4515, C-D=-4018, D-E=-3969, E-F=-3110, F-G=-3110, G-H=-3969, H-1=-4018, Q� �N I-J=-4515, J-K=-4614 !L� A. B q� BOT CHORD A-R=4212, Q-R=4212, P-0=4212, O-P=3766, N-0=3765, M-N=4212, L-M=4212, K-L=4212 Q' �,s OO F2C WEBS C-R=171, E-P=403, F-0=1493, G-N=403, I-L=171, C-P=-471, E-0=-1095, G-0=-1095, I-N=-471 � NOTES (4) 1) Unbalanced roof live loads have been considered for this design. NO. C66424 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using * EXP. 6-30 06 h 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24'ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not S'J CIVIL exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is' 1.33 % Continued on page 2 9 FBF FCA-W • January 3,2005 ® WARNING - Vert fg design parameters and READ NOTES ON TRIS AND B9C1=ZD IIDTEE REFERENCE PAGE MU-7473 BEFORE USE. � 7777 Greenback Lane �� m Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of design oramenters and proper incorporation of component is res ty ng g g g Cerus Heights, CA, 95610�� pp l g p p p p ponsins of ability designer • not truss designer. Brocin shown � u for lateral support of individual web members only. Additional temporary brocing to insure stability during construction B the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/T911 Quality Criteria, OSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. - t SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003, MiTek Industries, Inc. Thu Dec 30 13:41:06 2004 Page 2 NOTES (4), - ' ♦, ` i 3) This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 4) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard - } ti - y • � ♦ . Y - 7erpesclEr. WARNJNG - 9'erifg dealgn Parameters and READ NOTES ON TRIS AND D9CLUDED AU7ZK REPERENCE PADS MU-7473 BZ"RS USB. 7777 Greenback Laneign valid for use only with MiTek conneciors. This design's based only upon parameters shown, and is for an individual building component. Suite 109 libli of des' n aramenters and ro er inco ration of corn onent is res CiWs HeIghLS, CA, 95610ty p p p rpo p ponsibary of buildng designer -not truss designer. Bracing shown r eral support ofindividual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the�� Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding, , fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component M iT@km Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1 ' Job ..,. Truss Truss Type • ' Qty Ply CHAMPION/LOT 30 THE TRADITIONS 814744270 LOT-30 818 COMMON 23 1 ' • Job Reference (optional) t SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003, MiTek Industries, Inc. Thu Dec 30 13:41:06 2004 Page 2 NOTES (4), - ' ♦, ` i 3) This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 4) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard - } ti - y • � ♦ . Y - 7erpesclEr. WARNJNG - 9'erifg dealgn Parameters and READ NOTES ON TRIS AND D9CLUDED AU7ZK REPERENCE PADS MU-7473 BZ"RS USB. 7777 Greenback Laneign valid for use only with MiTek conneciors. This design's based only upon parameters shown, and is for an individual building component. Suite 109 libli of des' n aramenters and ro er inco ration of corn onent is res CiWs HeIghLS, CA, 95610ty p p p rpo p ponsibary of buildng designer -not truss designer. Bracing shown r eral support ofindividual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the�� Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding, , fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component M iT@km Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1 ' Job ..,. Truss Truss Type • ' Qty Ply CHAMPION/LOT 30 THE TRADITIONS 814744270 LOT-30 818 COMMON 23 1 ' • Job • SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Dec 30 13:41:07 2004 Page 1 D 0 0 0-0-0 4-11-0 10-11-3 16.8-0 122-0-13 28-1-0 33-0-0 4-11-0 6-0-3 5-6-13 5.6-13 6-0-3 4-11-0 ' - Scale = 1:58.6 4x6 MI@0 4.00 12 E r 3x4 M1120 5 3x4 MII20 ' 3x4 MII20 D - F 3x4 MII20 4 5x10 M1120 s C Z& G 4x14 M1120 N ID B r H O • A R I t 4x14 M1120 5210 MI120 = P O N M L, K J • 6x12 MI120 = 3x6li � 1x4 M1120 II 4x6 M1120 = 3x8 M1120 = W M1120 - 1x4 M1120 II 3x6 MI120 s 3x4 M1120 = 5x8 M1120 - 0-M s 0.0-0 4-11-0 10-11.3. 16-0-0 22-0-13 28-1-0 33-0-0 4-11-0 6-0-3 5.6.13 5.6-13 6-0-3 4-11-0 r Plate Offsets (X,Y):[A:0-0-9,0-3-1],[A:3-11-5,0-1-8),[B:0-4-14,0-2-0],[H:0-6-6,0-2-0],[1:0-0-0,0-3-13],[K:0-4-0,0-0-0],[0:0-3-0,0-3-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC. 0.76 Vert(LL) -0.14 N >999 TCDL 25.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.57 L-M >699 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.22 1 n/a BCDL 20.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 152 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2, TOP CHORD Sheathed or 2-3-6 oc purlins. BOT CHORD 2 X 4 DF 1800F 1.6E 'Except' BOT CHORD Rigid ceiling directly applied of 10-0-0 oc bracing. K-O 2 X 4 DFSYP 1650F 1.5E WEBS" 1 Row at midpt F-M WEBS 2 X 4 HFSPF Stud/STD 'Except D-M 2 X 4 HFSPF No.2, F-M 2 X 4 HFSPF No.2 H-L 2 X 4 HFSPF No.2 - SLIDER Left 2 X 4 HFSPF Stud/STD 5-0-9, Right 2 X 4 HFSPF Stud/STD 5-0-9 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) A=206910-3-8, 1=2702/0-3-8 Max Horz A=27(load case 3) Max Uplift A=156(load case 10), 1=-156(load case 13) Max Grav A=2441 (load case 7), 1=3073(load case 6) FORCES (lb) - First Load Case Only Q�OFESS/p) TOP CHORD A-B=-4842, B-C=-4191, C-D=-4116, D-E=-3280, E-F=-3279, F-G=-4276, G-H=-4355, H-Q=-5339 9 Q-R=-5543, I-R=5729 �� S A. 80(/ l�2 BOT CHORD A-P=4441, O-P=4441, N-0=4441, M-N=3905, L-M=4056, K-L=5133, J-K=5133, I-J=5133 WEBS B-P=209, D-N=422, E-M=1572, F-L=599, H-J=235, B-N=-566, D-M=-1063, F-M=-1250, H-L=-1134 NOTES (7) N0. C66424 A 1) Unbalanced roof live loads have been considered for this design. * EXP, 6-30-06 S+� CIVIC �P Continued on page 2 OFCAIL �F�� ` - r January 3,2005 ® WARMNO - Verj(y design parameters and READ NOTES ON THIS AND INCLUDED Mn%K REFERENCE PAGE AW 7473 BEFORE USE. 7777 Greenback Lane • Design valid for use only with MiTek Gonne--tors. This design is based only upon parameters shown, and is for an individual building component. Sults 1o9 Applicability of design oromenteis and proper incorporation of component is res Cttrus Heights, CA 95610a�� App fy g p pr p rpo p g to Insure of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall' structure 6 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison, M 53719. M'Tek Job 'Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS 814744271 LOT-30 R16A COMMON 5 1 ' ' " Job Reference (opti onal) • SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Dec 30 13:41:07 2004 Page 1 D 0 0 0-0-0 4-11-0 10-11-3 16.8-0 122-0-13 28-1-0 33-0-0 4-11-0 6-0-3 5-6-13 5.6-13 6-0-3 4-11-0 ' - Scale = 1:58.6 4x6 MI@0 4.00 12 E r 3x4 M1120 5 3x4 MII20 ' 3x4 MII20 D - F 3x4 MII20 4 5x10 M1120 s C Z& G 4x14 M1120 N ID B r H O • A R I t 4x14 M1120 5210 MI120 = P O N M L, K J • 6x12 MI120 = 3x6li � 1x4 M1120 II 4x6 M1120 = 3x8 M1120 = W M1120 - 1x4 M1120 II 3x6 MI120 s 3x4 M1120 = 5x8 M1120 - 0-M s 0.0-0 4-11-0 10-11.3. 16-0-0 22-0-13 28-1-0 33-0-0 4-11-0 6-0-3 5.6.13 5.6-13 6-0-3 4-11-0 r Plate Offsets (X,Y):[A:0-0-9,0-3-1],[A:3-11-5,0-1-8),[B:0-4-14,0-2-0],[H:0-6-6,0-2-0],[1:0-0-0,0-3-13],[K:0-4-0,0-0-0],[0:0-3-0,0-3-8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC. 0.76 Vert(LL) -0.14 N >999 TCDL 25.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.57 L-M >699 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.22 1 n/a BCDL 20.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 152 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2, TOP CHORD Sheathed or 2-3-6 oc purlins. BOT CHORD 2 X 4 DF 1800F 1.6E 'Except' BOT CHORD Rigid ceiling directly applied of 10-0-0 oc bracing. K-O 2 X 4 DFSYP 1650F 1.5E WEBS" 1 Row at midpt F-M WEBS 2 X 4 HFSPF Stud/STD 'Except D-M 2 X 4 HFSPF No.2, F-M 2 X 4 HFSPF No.2 H-L 2 X 4 HFSPF No.2 - SLIDER Left 2 X 4 HFSPF Stud/STD 5-0-9, Right 2 X 4 HFSPF Stud/STD 5-0-9 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) A=206910-3-8, 1=2702/0-3-8 Max Horz A=27(load case 3) Max Uplift A=156(load case 10), 1=-156(load case 13) Max Grav A=2441 (load case 7), 1=3073(load case 6) FORCES (lb) - First Load Case Only Q�OFESS/p) TOP CHORD A-B=-4842, B-C=-4191, C-D=-4116, D-E=-3280, E-F=-3279, F-G=-4276, G-H=-4355, H-Q=-5339 9 Q-R=-5543, I-R=5729 �� S A. 80(/ l�2 BOT CHORD A-P=4441, O-P=4441, N-0=4441, M-N=3905, L-M=4056, K-L=5133, J-K=5133, I-J=5133 WEBS B-P=209, D-N=422, E-M=1572, F-L=599, H-J=235, B-N=-566, D-M=-1063, F-M=-1250, H-L=-1134 NOTES (7) N0. C66424 A 1) Unbalanced roof live loads have been considered for this design. * EXP, 6-30-06 S+� CIVIC �P Continued on page 2 OFCAIL �F�� ` - r January 3,2005 ® WARMNO - Verj(y design parameters and READ NOTES ON THIS AND INCLUDED Mn%K REFERENCE PAGE AW 7473 BEFORE USE. 7777 Greenback Lane • Design valid for use only with MiTek Gonne--tors. This design is based only upon parameters shown, and is for an individual building component. Sults 1o9 Applicability of design oromenteis and proper incorporation of component is res Cttrus Heights, CA 95610a�� App fy g p pr p rpo p g to Insure of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall' structure 6 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison, M 53719. M'Tek Job 'Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS 814744271 LOT-30 R16A COMMON 5 1 ' ' " Job Reference (opti Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS 814744271 r LOT -30 R18A COMMON 5 1 Job Reference (optional) •SUN STATE GUMFUNtN 16, KINUMAN AL, MIKe IdeCK a.uuu b Jun a [uuo ivn r eK nluubumb, arc. r nu unk: aur ko.Y r.uo cvuY rauc c NOTES (7) f 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level,: using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. ,4) Load case(s) 1, 2, 3, 4, 5, 6, 7 hasthave been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. ' 5) This truss has been designed.for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 33-0-0 for 60.6 plf. 6) Special hanger(s) or connection(s)'required to support concentrated load(s) 149.01b down at 29-0-0, and 149.01b down at 32-0-0 on top chord. Design for unspecified connection(s) is delegated to'the building designer. 7) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard Except: 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: A-1=40.0, A -E=-82.0, E -Q=-82.0, Q -R=-231.0, I -R=-82.0 Concentrated Loads (lb) Vert: Q=-149.0 R=-149.0 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-1=-60.0, A -E=-50.0, E -Q=-50.0, Q -R=-199.0, I -R=-50.0 Concentrated Loads (lb) Vert: Q=149.0 R=-149.0 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-1=-16.0, A -E=4.2, E -Q= -0.3,'Q -R=-149.3, I -R=-0.3 , Horz: A -E=-32.2, E-1=27.7 Concentrated Loads (lb) Vert: Q=-149.0 R=149.0 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-1=-16.0, A -E=-0.3, E -Q=4.2, Q -R=-144.8, I -R=4.2 Horz: A -E=-27.7, E-1=32.2 Concentrated Loads (lb) Vert: Q=-149.0 R=-149.0 5) MWFRS 1st Wind Parallel: Lumber Increase= 1.33, Plate Increase=1.33 Uniform Loads (plf) ' Vert: A-1=-16.0, A -E=-0.3, E -Q=-0.3, Q -R=-149.3, I -R=-0.3 Hoa: A -E=-27.7, E-1=27.7 Concentrated Loads (lb) Vert: Q=-149.0 R=-149.0 6) Regular -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 r Uniform Loads (plf) Vert: A-1=40.0, A -B=-57.3, B -E=-61.8, E -H=-102.2, H -Q=;106.7; Q -R=-255.7, I -R=-106.7. Horz: A -B=148.5, B -E=181.8, E -H=181.8, H-1=148.5 Drag: A-1=-60.6 Concentrated Loads (lb) Vert: Q=-149:0 R=-149.0 7) Regular -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) l Vert: A-1=40-0, A -B=-106.7, B -E=-102.2, E -H=-61.8, H -Q=-57.3, Q -R=-206.3, I -R=-57.3 Horz: A -B=-148.5, B -E=-181.8, E -H=-181.8, H-1=-148.5 Drag: A-1=60.6 Concentrated Loads (lb) Vert: 0=-149.0 R=-149.0 ® WARNING - Veru design parameters and READ NOTES ON THIS AND DICLVDED MITES REFERENCE PADS MIT -7473 BEFORE USS. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown t is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity, of the erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. r , f 7777 Greenback Lane --® Suite 109 Citrus Heights, CA, 95610 v A M iTekm Job Truss Truss Type City Ply CHAMPION OT 30 THE TRADITIONS [M:0-3-8,0-4-81, [N:0-3-0,0-4-81 LOADING (psf) SPACING 2-" CSI R14744272 LOT -30 R19 ROOF TRUSS 1 2 C M1120 185/144 TCDL • 25.0 Lumber Increase 1.25 BC 0.87 Job Reference (optional) 5UN 51 A[ t UUMF'UNtN 15, KINUMAN A4 b.vuu a t•eD b zuu3 MI I eK Inaustrles, Inc. Mon Jan u3 u6:br:Tb zuub rage 1 5-6 0 8-M 9 0 0, 11-M 16-6-0 21-104 24-0-0 25-04 27-6-0 33-M 5-6.0 2-" 1-M 2-M 5-6-0 1 5.4.4 2-1-12 1-" 2-6-0 5-6-0 sale =1:57.0 Sx8 = E 5x10 = N M L K J 500 = 800 MUM= 5x8 = 8x8 = 8x8 = 6x8 = 5-6-0 8-0-0 9 0-0, 16-6-0 24-M 25-0-0 27.6-0 33-" 5-6-0 2-6-0 1-0-0 7-6-0 7.8-0 1-" 2-6-0 5-6-0 Plate Offsets (X,Y): [A:0-0-0,0-0-14], [B:0-5-13,Edge), [C:0-2-3,0-5-8], [D:0-1-6,0-3-1], [F:0-2-2,0-4-11], [G:0-10-0,0-5-8), [H:0-0-3,0-4-10], [J:0-3-0,0-4-4), [K:0-2-12,0-4-12] [M:0-3-8,0-4-81, [N:0-3-0,0-4-81 LOADING (psf) SPACING 2-" CSI DEFL in (loc) I/deft Safety Information available from Truss Plate Institute, 563 D'Onofrio Drive. Madison, VA 53719. PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.05 L -M >999 M1120 185/144 TCDL • 25.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.60 L -M >653 M1120H 139/108 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.21 1 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 393 Ib LUMBER BRACING TOP CHORD • 2 X 6 DF 180OF 1.6E 'Except* TOP CHORD Sheathed or 4-3-1 oc purlins; except end verticals. [P) B -D 2 X 4 DFSYP No.2 BOT CHORD. Rigid ceiling directly applied or 10-" oc bracing. BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 1 Row at midpt C -L, G -L WEBS 2 X 4 HFSPF Stud/STD 'Except' G -K 2 X 4 DFSYP No.2, C -L 2 X 4 HFSPF No.2 E -L 2 X 4 HFSPF No.2, G -L 2 X 4 HFSPF No.2 WEDGE Left: 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) A=5431/0-4-4 (input: 0-3-8), 1=5431/0.4-4 (input: 0-3-8) Max Horz A=44(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -B=-14207, B -O=-14587, C-0=14500, C -D=-8682, D -E=8500, E -F=-8606, F -G=8653, G -P=-14303, H -P=14393 H -I=-14168, G -K=1828 BOT CHORD A -N=13166, M -N=13620, L -M=13852, K -L=13649, J -K=13418, I -J=13126 WEBS B -N=929, C -N=1514, C -M=1690, C -L=-6055, E -L=4565, G -L=5851, G -J=1518, H -J=665 NOTES (10) 1) Special connection required to distribute bottom chord loads equally between all plies.FESS 10�� 2) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: follows: 2 X 4 1 0-9-0 2 X 6 2 0-9-0 QQ�O A• Bo&� Top chords connected as - row at oc, - rows at oc. ��5 FSC Bottom chords connected as follows: 2 X 6.3 rows at 0-4-0 oc. �<Gr Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 3) Unbalanced roof live loads have been considered for this design. �Q t�� 2 / 4) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition IN 0. C66424 .>J enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers * EXP. 6-30-06 exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 f C]V1L 5) All plates are M1120 plates unless otherwise indicated.s19� This has been designed for 10.0 bottom live load live loads Table No. 16-B,13 ��\P FOF .6) truss a psf chord nonconcurrent with any other per CA1 �F� ConlTinnued on page 2 January 3,2005 ® WARNWO - V.,(& daHgn par ftry and READ NOTES oN rms AND jwcLUDED ffi7'ER REFERENce PADS Am -7473 DEP'ORS us& 7777 Greenback Lane m Design valid for use only with M-rek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Citrus Heights, CA, 95610�uff Applicability of design romenters and proper incorporation of component is responsibility of building designer -'not truss designer. Bracing shown �Y 9 Pa P P rPo Po Po N 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek� Safety Information available from Truss Plate Institute, 563 D'Onofrio Drive. Madison, VA 53719. SUN STATE COMPONENTS, KINGMAN AZ 5.000 a Feb 6 2003 MiTek Industries, Inc. Mon Jan 03 08:57:16 2005 Page 2 NOTES (10) ` 7) WARNING: Required bearing size at joint(s) A, I greater than input bearing size. 8) Design assumes 4x2 (Bat orientation) purlins at oc spacing indicated, fastened to truss,TC w/ 2-10d nails. 9) Special hanger(s) or connection(s) required to support concentrated load(s) 96.01b down at 8-0-0• and 96.01b down at 25-0-0 on top chord, and 1586.01b down at 8-M , 1586.0Ib down at 25-0-0, and 2081.01b down at 9-0-0, and 2081.Olb down at 24-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the r building designer. , ' ... .. . 10) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard 4 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A -E=-82.0, E -G=-82.0, G-1=82.0, A-1=-20.0 Concentrated Loads (lb) Vert:*K=2081.0 M=-2081.0 N=1586.0 J=-1586.0 0=96.0 P=-96.0 • f ® WARMNO • Ver(fly design parameters and READ NOTES oN TB7S AND iNcu DED AUTEs REFERENCs PAGE AM -7473 BEPORS USE. 7777 Greenback Lane Design ootid for use only with M1ek connectors. This design 6 based only upon parameters shown, and for individual building component. Suite 709 licabili of desi n aramenters and proper incorporation of component is responsibility of builds designer - not truss designer. Bracing shown Citrus Heights. CA, 95810�� APP l 9 P P Pe orpo P P N n9 9 9 9 is for lateral support of individual web members only. Additional temporary broking to insure stability during construction is the responsibilGty of the , erector. Additional permanent bracing of the overall structure •s the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/1711 Quality Criteria, DSB-89 and SC511 Building Component • Safety Information available from Truss Plate Institute, 583 D'Onohlo Drive, Madison, WI 53719. - O Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS • , n . R14744272 LOT -30 R19 ROOF TRUSS 1 L ' • :Job Reference (optional) SUN STATE COMPONENTS, KINGMAN AZ 5.000 a Feb 6 2003 MiTek Industries, Inc. Mon Jan 03 08:57:16 2005 Page 2 NOTES (10) ` 7) WARNING: Required bearing size at joint(s) A, I greater than input bearing size. 8) Design assumes 4x2 (Bat orientation) purlins at oc spacing indicated, fastened to truss,TC w/ 2-10d nails. 9) Special hanger(s) or connection(s) required to support concentrated load(s) 96.01b down at 8-0-0• and 96.01b down at 25-0-0 on top chord, and 1586.01b down at 8-M , 1586.0Ib down at 25-0-0, and 2081.01b down at 9-0-0, and 2081.Olb down at 24-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the r building designer. , ' ... .. . 10) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard 4 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A -E=-82.0, E -G=-82.0, G-1=82.0, A-1=-20.0 Concentrated Loads (lb) Vert:*K=2081.0 M=-2081.0 N=1586.0 J=-1586.0 0=96.0 P=-96.0 • f ® WARMNO • Ver(fly design parameters and READ NOTES oN TB7S AND iNcu DED AUTEs REFERENCs PAGE AM -7473 BEPORS USE. 7777 Greenback Lane Design ootid for use only with M1ek connectors. This design 6 based only upon parameters shown, and for individual building component. Suite 709 licabili of desi n aramenters and proper incorporation of component is responsibility of builds designer - not truss designer. Bracing shown Citrus Heights. CA, 95810�� APP l 9 P P Pe orpo P P N n9 9 9 9 is for lateral support of individual web members only. Additional temporary broking to insure stability during construction is the responsibilGty of the , erector. Additional permanent bracing of the overall structure •s the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/1711 Quality Criteria, DSB-89 and SC511 Building Component • Safety Information available from Truss Plate Institute, 583 D'Onohlo Drive, Madison, WI 53719. - O Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS • , n . R14744272 LOT -30 R19 ROOF TRUSS 1 L ' • :Job Reference (optional) Job Truss Truss Type Qty Ply ION LOT 30 THE TRADITIONS CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 R14744273 LOT -30 R20 MONO TRUSS 2 2 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.05 F >999 BCLL 0.0 Job Reference (optional) • JUN b I A I t L U1V1r%JNCN0l-0-O IIVWIVIAIY AL, IVIIKU DULA J-VVV J Jun J 4— Ivl11 cn IIIV VJl11cJ, 111- I leu ✓GV'JV IJ.YD�IDV GV VY rayG 1 3-9-14 B-0-0 3-9-14 4-2-2 1x4 M1120 II Scale 1:19.4 D • 1t 3-9-14 8-M 3-9-14 4.2-2 yiaie VRSCIS (A,7): tA:V-,3-U,V-I-Ial - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.86' Vert(LL), -0.01 E -F >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.05 F >999 BCLL 0.0 Rep Stress Incr•1 NO WB 0.41 Horz(TL) 0.02 ' E n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 65 Ib ` LUMBER BRACING TOP CHORD • 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals._ BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD " SLIDER Left 2 X 4 HFSPF Stud/STD 1-11-8 REACTIONS (Ib/size) A=2081/0-3-8, E=2081/0-3-8 Max Hoa A=138(1 ad case 5) FORCES (lb) - First Load Case Only TOP CHORD A -B=-3409, B -C=-2822, C -D=207, D -E=-859 BOT CHORD A -F=2877, E -F=2877 WEBS C -F=59, C -E=-3107 NOTES . (4) 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-5-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 ml from hurricane oceanline, on an ' occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber' DOL increaseis 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A -E=-20.0, A -D=-510.0 ® WARNING - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED M TEH REFERENCE PAGE AM 7473 DEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and 4 for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSII Bu9ding Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. 14 /Q?,pFESS/pN� N xC664 A * EXR 6-30-06 SIT CIVIC q�FCF CA\ -W January 3,2005 7777 Greenback lane Suite 109 Citrus Heights, CA, 95610 IMS MOW Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS R14744274 LOT -30 R21 COMMON 10 1 Job Reference (optional) 5UN 51 A I t 11UMF'VNI'-N I J, NINIJMHIV AL, mlRe D6GK a.VVV s Jun .7yLVVJ IVII I CR IIIUUSIIICS, IIID. I IIU UCG JV IJ'Y 1. IL LV VY rays 1 w -v 0-0-0 7.6-0 15-0-0 . 7-6-0 7.6.0 Scale = 1:26.1- Us M112D C I 0-0-0 • o -o-0 7-0-0 7-0-0 Plate Offsets (X,Y): [A:0 -3-0,0-1-13],[E:0-3-13,0-1-13] T. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) ' Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.06 A -F >999 M1120 185/148, TCDL 25.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.14 A -F '>999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.03 E n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 51 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD ' Sheathed or 5-2-5 oc purlins. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 3-10-12, Right 2 X 4 HFSPF Stud/STD 3-10-12 REACTIONS (Ib/size) A=765/0-3-8, E=765/0-3-8 , Max Horz A=13(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -B=-1329, B -C=-1231, C -D=-1231, D -E=-1329 BOT CHORD A -F=1168, E -F=1168 WEBS - C -F=187 NOTES (4) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 ' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 4) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard , ® WARMNO - Ver(ty design parametsn and READ NOTES ON THIS AND INCLUDED Aff=REFMMNCB PAGE MD -7473 BEFORE USE, Design volid for use only with MTek connectors. This design a based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component. Safety Information available from Truss Plate Institute. 5B3 D'Onotrio Drive. Madison, wl 53719. OQRpFESS/pN� S N. 80 A N0. C66424 * EXP, 6-30-06 CIVIL . 9�F0F CAL1F�`� January 3,2005 7777 Greenback Lane Sults 109 Citrus Heights, CA, 95610i"E V MOW • JUN J I AI C %,UIVIYUNCN 10. NWOJIVIMN r1 L, IVIIRC DCVn J.VV V s J II a GVVJ Ivll l Gn nluus ..as, IY. I „u cc 0-0-0 7.6-0 15.0-0 h 7.6.0 7-6-0 Scale = 1:25.7 4x6 MI120 - C ._.....�_ II II 0-0-0 1%6 0-0-0 7.6.0 15-0-0 7.6-0 7-6-0 Plate Offsets (X,Y): [A:0 -2-12,0-2-9],[E:0-3-9,0-2-9] LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.08 A -F >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.16 A -F >999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.03 E n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 54 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-10-10 oc purlins. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-15 oc bracing. WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 3-10-12, Right 2 X 4 HFSPF Stud/STD 3-10-12 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) A=785/0-3-8, E=765/0-3-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Harz A=13(load case 10) Max Uplift A=-5130oad case 10), E=-513(load case 13) Max Grav A=1376(load case 7), E=1376(load case 6) ;y . FORCES (lb) - First Load Case Only TOP CHORD A -B=1332, B -C=-1232, C -D=-1232, D -E=-1332 BOT CHORD A -F=1169, E -F=1169 WEBS C -F=193 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an F ESS/ occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 If with exposure C ASCE 7-93 QRO per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not lv� CJ A BQ exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase Is 1.33 2C 3) This truss has been designed for a• 10.0 psf bottom chord live load nonconcurrent with any other live loads per ( ) Table No. 16-B, UBC -97. 4) This truss has been designed for a total drag load of 3000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-0-0 for 200.0 plf. NO. C66424 A 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. k EXP. 6-30-06 LOAD CASE(S) Standard S'p CIV1ll. 9�FOF CAl-W January 3,2005 ® WARNING - Ver(& design poi—netem and READ NOTES ON THIS AND D9CWDED 11DTEE REFERENCE PAGE AM -7473 BEFORE USE. alid for use only with wTek connectors. This design is based oNy upon parameters shown, and is for an individual building component. Design vdi of ability designer - not buss the sp Bracing shown kg Pa proper incorporation P ty, 9 9 9 9 Applicabilityof des' n rvidual rs and ro rs into rational component is bracing to is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS R14744275 LOT -30 R21A COMMON 1 1 �.... ��. �� ...-..-......-..t.. ,i,.,�.,�•, �-i ••�,-_ n__I. nnn - I..- ft 711n7 �I:T-.1- IBJ....•.:.... Job Reference (optional) 1�� TL.. I1 -.-]fl �7.A �.�7••]l1llA �...... 1 n n n • JUN J I AI C %,UIVIYUNCN 10. NWOJIVIMN r1 L, IVIIRC DCVn J.VV V s J II a GVVJ Ivll l Gn nluus ..as, IY. I „u cc 0-0-0 7.6-0 15.0-0 h 7.6.0 7-6-0 Scale = 1:25.7 4x6 MI120 - C ._.....�_ II II 0-0-0 1%6 0-0-0 7.6.0 15-0-0 7.6-0 7-6-0 Plate Offsets (X,Y): [A:0 -2-12,0-2-9],[E:0-3-9,0-2-9] LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.08 A -F >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.16 A -F >999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.03 E n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 54 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-10-10 oc purlins. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-15 oc bracing. WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 3-10-12, Right 2 X 4 HFSPF Stud/STD 3-10-12 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) A=785/0-3-8, E=765/0-3-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Harz A=13(load case 10) Max Uplift A=-5130oad case 10), E=-513(load case 13) Max Grav A=1376(load case 7), E=1376(load case 6) ;y . FORCES (lb) - First Load Case Only TOP CHORD A -B=1332, B -C=-1232, C -D=-1232, D -E=-1332 BOT CHORD A -F=1169, E -F=1169 WEBS C -F=193 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an F ESS/ occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 If with exposure C ASCE 7-93 QRO per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not lv� CJ A BQ exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase Is 1.33 2C 3) This truss has been designed for a• 10.0 psf bottom chord live load nonconcurrent with any other live loads per ( ) Table No. 16-B, UBC -97. 4) This truss has been designed for a total drag load of 3000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-0-0 for 200.0 plf. NO. C66424 A 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. k EXP. 6-30-06 LOAD CASE(S) Standard S'p CIV1ll. 9�FOF CAl-W January 3,2005 ® WARNING - Ver(& design poi—netem and READ NOTES ON THIS AND D9CWDED 11DTEE REFERENCE PAGE AM -7473 BEFORE USE. alid for use only with wTek connectors. This design is based oNy upon parameters shown, and is for an individual building component. Design vdi of ability designer - not buss the sp Bracing shown kg Pa proper incorporation P ty, 9 9 9 9 Applicabilityof des' n rvidual rs and ro rs into rational component is bracing to is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 7777 Greenback Lane m 09 Sults He CiWs Heights, CA 95610�� erector. Additional permanent bracing of the overall structure is the responsibirity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI) Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. ' • Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS 15-0-0 5-5-0 4-2-0 R14744276 LOT -30 R22 CAL HIP 1 2 SPACING 2-0-0 Job Reference (optional) JUry J I H I C I✓VIVIrVIVCry I J, nI1VVIVIAIV /iL, IVIIxe DCGR 0-0-0 5-5-0 5-5-0 4x4 a.uyu b Jun a zuva Ihl I eR IrluuSuleb, InG. 1 nu UtlG ov I J:9 1: 14 LUU9 rage 1 0-0-0 fi11-11 9-0-5 19-7-0, 15-0-0 l 0-6-11 3.0-10 0-6-11 5-5-0 _ Scale = 1:27.5 6x8 MI120 = 4x4 M1120 4.00 12 g 0-M LOADING (psf) TCLL 16.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 O 4 MnLu 11 Jx4 miuu = 0-M 5-5-0 9-7-0 15-0-0 5-5-0 4-2-0 5-5-0 :0-4-0,0-1-12) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP Plates Increase 1.25 TC 0.47 Vert(LL) 0.03 E -F >999 M1120 185/144 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.10 E -F >999 Rep Stress Incr NO WB 0.20 Horz(TL) 0.02 • D n/a Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdef1= 360 Weight: 117 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 SPF 1650F.1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) A=1445/0-3-8, D=1488/0-3-8 Max Horz A=9(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -B=-3601, B -G=-3331, C -G=-3331, C -D=-3678 BOT CHORD A -F=3311, F -H=3263, H-1=3263, I -J=3263, E -J=3263, D -E=3384 WEBS B -F=648, B -E=76, C -E=710 NOTES (8) 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at D-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Girder carries hip end with 6-0-0 end setback 7) Special hanger(s) or connection(s) required to support concentrated load(s) 541.01b down at 9-5-4, and 541.Olb down at 6-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. 8) Loads, spacing, bracing and'application to be reviewed by Engineer of Record and/or Governing Jurisdiction. I;V$bu@ l9B(gge 2Standard r ® WARNING - Ver(& design parameters and READ NOTES ON TWS AND INCLUDED MUTER REFERENCE PAGE MQ -7473 BEFORE us& Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure 6 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Crlleda, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5B3 D'Onokto Drive, Madison, wi 53719. ,. A. 8p�'p��c * EXR 6-30-06 Ise c)v►\� gTFOFCAI �FO� January 3,2005 7777 Greenback Lane sr. 110 Suite 109� Citrus Heights, CA, 95610= =.tr ids MiTek� 5 , Job Truss TrussType Qty Ply CHAMPION/LOT 30 THE TRADITIONS .. � , 814744276 LOT -30 R22 CAL HIP 1 � Uniform Loads (plf) r 1: I' -- Job Reference (optional) JUN J I A I t GVMYVIVtIV I A, RIIVIaMNIV f1L, IVIIKe DBGK o.UDv s Jun J cuu3 MI I eK Inaustnes, InC. I nu uec 3u 13:41:14 LVu4 ,Page d LOAD CASE(S) Standard t 1) Regular, Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) r 1: I' -- Vert: A -B=-82.0, B -C=-158.0, C -D=-82.0, A -H=20.0, H -J=-38.5, D -J=-20.0 Concentrated Loads (lb) A Vert: E=-541.0 H=-541.0 ' f f r ® WARNING • Ver(& design Parameter+ and READ NOTES ON TWS AND INCLUDED MTE8' REPERENCB PAGE MU -7473 BEFORE UM 7777 Greenback Lane Design valid for use only with M'rek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Citrus Heights. CA, 95610 Applicability or desi n romenters and proper incorporation of component is responsibility of buildn designer - not truss designer. Bracco shown APP" riY 9 Po P P rpo P Po ty 9 9 9 9 is for lateral support of intlividual web members only. Additional temporary bracing to insure slabTty during construction is the responsibilfity of the , erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobricotion. quality control, storage, delivery, erection and bracing. consult ANSI/TPll Quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute, SW D'Onohio Drive, Madison, W9 53719. - ' Q Job Truss Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS in (loc) Udefl TCLL 20.0 R14744277 LOT -30 R23G ROOF TRUSS 1 1 >999 TCDL 10.0 Lumber Increase 1.25 BC 0.54 Job Reference (optional) • juryqS I t ,umrurvtry 1 a, RI U-0AHry AL, mlxe aecx A -M 5-11.1 4-" 5-11-1 025 112 a.uuu s Jun V 4UVJ IVII 1 ex Inuustrles, Inu. I nu Uea au I a:4 I: 1 O 4uu4 rage t 12-1-7 17-5-8 6-2-5 5-0-1 Scale a 1:37.7 6x6 MI120 = L s 3x4 MI120 II D-0-0 GRIP 185/148 3x4 M1120 II 5x10 M1120 = 3x4 M1120 - 6x6 M1120 - 1x4 M1120 II A 1-7-13 0-M A-0-0 5-11-1 12-1-7 17-5-8 4-0-0 5-11-1 6-2.5 5-0-1 LOADING (psf) , SPACING 2-0-0 CSI DEFL ' in (loc) Udefl TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.13 H -J >999 TCDL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.27 H -J >754 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.05 A n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Well = 360 PLATES M1120 Weight: 83 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 3-3-7 oc purlins, except end verticals, and BOT CHORD 2 X 4 DFSYP No.2 0-0-0 oc purlins (10-0-0 max.): F -L. - WEBS 2 X 4 HFSPF Stud/STD 'Except BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B -K 2 X 6 DF 180OF 1.6E, B -J 2 X 4 HFSPF No.2 _ E -J 2 X 4 HFSPF No.2, F -H 2 X 4 HFSPF No.2 F OTHERS 2 X 4 HFSPF Stud/STD QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) K=869/0-3-8, A=76/0-1-8, G=671/0-3-8 Max Horz K=89(load case 5) Max Uplift K=-161(load case 10), A=-23(load case 10), G=-202(load case 11) ' Max Grav K=1077(load case 7), A=85(load Case 7), G=9511 (load case 6) FORCES (lb) - First Load Case Only ' TOP CHORD, B -K=-799, A -B=-4, B -C=-1812, C -D=-1806, D -E=-1812, E -F=-1929, F -G=-602, F -L=0 BOT CHORD J -K=64, I -J=1926, H-1=1926, G -H=198 . WEBS B -J=1809, C -J=-347, E -J=120, E -H=-310, F -H=1775 NOTES,. (9) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 10.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an FESS occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 -ft with exposure C ASCE 7-93 QRC IO�� per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not !`� exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 �Q-��5 A. Bo(/ <51C 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' Zi 3) Provide adequate drainage to prevent water ponding. 4) Gable studs spaced at 2-0-0 oc. NO * O. C66424 A 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per * EXP. 6-30-06 y� Table No. 16-B, UBC -97. ' 6) Provide mechanical connection (by others),of truss to bearing plate at joint(s) A. 7) This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom sT CIV ll chord from 0-0-0 to 17-5-8 for 180.0 plf. Continued on page 2 OF CAW • - January 3,2005 ® WARN3NO - 17ert/y design parameters and READ NOTES ON THIS AND INCWDSD A97ZH RZFMMNCE PAGE MU -7473 BmvjtB USE. 7777 Greenback Lane Design valid for use only with Mnek connectors. This design a based only upon parameters shown, and is loran individual building component. Suite 109 Citrus Heights, CA, 9561D_ Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibillity, of the erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding fobricotion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M Safety Information available from Truss Plate Institute, 583 D'Onohio Drive. Madison, WI 53719. ' ITek� Job Truss , .. Truss Type Qty 't CHAMPION LOT 30 THE TRADITIONS 5' • 814744277 LOT -30 R23G ` ROOF TRUSS 1 1 k • ' Job Reference (optional)" - STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Dec 30 13:41:16 2004 Page 2, , •SUN NOTES (9) y 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. *9) Loads; spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard. , R r / . 1• r ® WARMO • Verth design parameter and READ NOTES ON TBS AND DTCWDED MEN REFERENCE PAGE 'MU -7473 BEFORE USE. 7777 Greenback Lane Suite 109 Design valid for use only with k0ek connectors. This design is based only upon parameters shown, and is for an irsdividual building component. Citrus Heights, C0. 95610'- Applicability of design proper incorporation of component a responsibi ity of building designer - not truss designer. Bracing shown APP h' 9 parvidual rs and , is for lateral support of individual web members only. Additional temporary broking to insure stability during construction a the responsibility of the i•�� erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding ' m fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotdo Drive, Madison, col 53719. 4 M iTek Job Truss , .. Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS • 814744277 LOT -30 R23G ` ROOF TRUSS 1 1 k • ' Job Reference (optional)" - Job Truss Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS • LOADING (psf) SPACING 2-0-0 CSI DEFL int (loc) Vdefl R14744278 LOT -30. R24 ROOF TRUSS 3 1 M1120 185/148 - TCDL 10.0 Lumber Increase 1.25 BC ' 0.62 Vert(TL) -0.28 H -J >728 ' Job Reference (optional) 11 ,71-h®1 C %1UIVlr-VI1lCIV 1 J, r\IIV0-0IVDIM11 M ,'IVIIRC DCVR ` J.VVV J Jull V GV I- 1 GR Il luuJll Ilio,11— I Ilu 1.l.V JV IJ.Y 1.11 LV VY ray. I . -0-0-0 5-11-1 12-1-7 17-5-8 t 4-0-0 5-11-1 6-2-5 54-1 Scale= 1:37.7 0.25 112 4xB MII20 11 L 3x4 M1120 II + 8x8 M1120 = 3x4 M1120 = 8x8 M1120 = 1-7-13 -4-0-0 5-11-1 12-1-7 17-5-8 4-0-0 5-11-1 6-2-5 5.4-1 �. V . -s LOADING (psf) SPACING 2-0-0 CSI DEFL int (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC. 0.76 Vert(LL) -0.13 H -J >999 M1120 185/148 - TCDL 10.0 Lumber Increase 1.25 BC ' 0.62 Vert(TL) -0.28 H -J >728 ' BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.04 A n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) .1st LC LL Min Vdefl = 360 Weight: 77 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD . Sheathed or 4-4-3 oc purlins, except end verticals, and ` BOT CHORD 2 X 4 HFSPF No.2 0-0-0 oc purlins (10-0-0 max.): F -L. WEBS 2 X 4 HFSPF Stud/STD''ExcepY' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B -K 2 X 6 DF 180OF 1.6E • REACTIONS (Ib/size) K=870/0-3-8, A=75/0-1-8, G=671/0-3-8 Max Horz K=89(load case 5) Max Uplift A=-14(load case 3) FORCES (lb) -'First Load Case Only TOP CHORD B -K=802, A -B=-4, B -C=-1815, C -D=1809, D -E=-1815, E -F=-1927, F -G=-604, F -L=0 BOT CHORD J -K=60, I -J=1923; H-1=1923, G -H=197 WEBS B -J=1816, C -J=-347, E -J=115, E -H=-309, F -H=1773 NOTES (6) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 10.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or.cantilevers"exist; they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) A. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 6) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard ® WARNING. 7erVy design parameters and READ NOTES ON TEDS AND INCLUDED MITER REFERENCE PADS MU 7473 BEFORE USE. Design valid for use only with MTek connectors. this design is based only upon parameters shown, and is for On individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-119 and BCS11 Building Component Safely Information available from Truss Plate Institute. 5113 VOnofrio Drive, Madison, WI 53719. - 4 . OQ-OFESS/ONS Q`� S A• BO ��` 4- % 2 N0. C66424 A * EXP, 6-30-06 SX CIV1\ SNP 9�FOF CALIF January 3,2005 7777 Greenback Lane • Suite 109 �_ Citrus Heights, C 95610 a !Vja Woke Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS SPACING r 2-0-0 CSI DEFL in (loc) I/def! R14744279 LOT -30 R24A ROOF TRUSS 1 1 H -J >999 MII20 185/148 TCDL 10.0 Lumber Increase 1.25 BC 0.60 Job Reference (optional) ' • SUP14LIfa I t I:UMNVNtN 15, KICN1 IVI N AL, IVIIKe ideCK O.VUU s Jun u ZUUJ IVII I elk Inauslnes, mC. I nu uec 3U 13:41:7 U ZUU4 rage 1 0-0-0 -4.0-0 1-1-1 12-1-7 I 17.5-8 i 4-0-0 0-5-8 5-5-9 • 6-2-5 54171 Scale = 1:37.7 025 L12 • 4x8 M1120 II M 3x4 M1120 I I 8x8 MII20 - 3x4 MII20 - 8x8 M1120 - t ' n " 0-11-4 ' q -S -Q 5-11-1 12-1-7 I 17-5-I 0-5 8 5.5-9 6-2-5 5A-1 3x4 MI120 II 0-0-0 Plate Offsets (X,Y). tr:u-o-o,u-c-ui LOADING . (psf) SPACING r 2-0-0 CSI DEFL in (loc) I/def! PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.12 H -J >999 MII20 185/148 TCDL 10.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.26 H -J >757 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.01 A n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 76 Ib LUMBER BRACING TOP CHORD 2 X 4.DFSYP No.2 TOP CHORD Sheathed or 4-6-3 oc pudins, except end verticals, and BOT CHORD 2 X 4 HFSPF No.2 0-0-0 oc purlins (10-0-0 max.): F -M. WEBS 2 X 4 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X.6 OF 1800F 1.6E REACTIONS (Ib/size) -L=871/0-5-8,A=84/0-1-8,G=654/0-3-8 Max Horz L=-100(load case 3) Max Uplift A=15(load case 3) FORCES (lb) - First Load Case Only TOP CHORD , A -B=-4, B -C=-1681, C -D=-1675, D -E=-1682, E -F=-1862, F -G=-587, F -M=0 BOT CHORD K -L=58, B -L=-799, J -K=-68, 1-J=1858, H-1=1858, G -H=194 WEBS B -J=1814, C -J==340, E -J=-185, E -H=-294, F -H=1709 NOTES (9) ' 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 10.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DO,L increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. ` ' ' 5) Bearing at joint(s) L considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) A. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) L. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Loads, spacing, bracing, and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard ® WARNING - Vert(y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PADS MQ -7-473 BEFORE USE. 'Dei n valid for use ordy with Mrek connectors. This design is based or1Y upon parameters shown and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component ' Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. /QRpFESS/pN� C' G) A B�F�c NO. C66424 A * EXP, 6-30-06 CIV1\- 9>.FCF CAIAF 3' January 3,2005 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610�No r MiTek' Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS BOT CHORD LOADING (psf) SPACING 2-0-0 814744280 LOT -30 R24B ROOF TRUSS 2 1 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.13 G-1 Job Reference (optional) oa�n c vviv,r vrva_r� i.�, nu��arvrnn rY, rvunc ock.n 0-0-0 5-11.1 5-11.1 025 112 d.uuu b dun v cuuo rvo i en Inuuslnub, Inc. I nu uec 3u 13:41:7 ts zuu4 rage 1 0-0-0 17-1J �zc_a 6-2-5 5-0-1 Scale = 1:30.9 4x8 -M1120 I I K 3x4 M1120 II 0-M 8x8 M1120 = 12_1-1 6-2.5 3x4 M1120 = 8x8 M1120 = • 3x4 M1120 11 0-0-0 17-5-8 5-4-1 r mate VIISUM IA, r Ir-:uv-o,v-cv1 BRACING TOP CHORD 2 X 4 DFSYP No.2' TOP CHORD Sheathed or 4-2-13 oc purlins, except end verticals, BOT CHORD LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.13 G-1 >999 M1120 185/148 TCDL 10.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.29 G-1 >712 BCLL 0.0 Rep Stress incr YES WB 1.00 Horz(TL) 0.03 F • n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 71 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2' TOP CHORD Sheathed or 4-2-13 oc purlins, except end verticals, BOT CHORD 2 X 4 HFSPF No.2 and 0-0-0 oc purlins (10-0-0 max.): E -K. WEBS 2 X 4 HFSPF Stud/STD *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A -J 2 X 6 DF 180OF 1.6E i REACTIONS (Ib/size) J=683/0-3-8, F=683/0-3-8 Max Horz J=91(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A -J=-615, A -B=1910, B -C=-1905, C -D=-1911, D -E=-1973, E -F=-616, E -K=0 BOT CHORD I -J=183; H-1=1969, G -H=1969, F -G=199 WEBS A-1=1787, B-1=-351, D -I=-64, D -G=319, E -G=1818 NOTES (5) Y 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 10.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard ® WARNWO - Verib design parameters and READ NOTES ON TRIS AND INCIAMED NITER REFERENCE pAGE AW -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building Component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the respontibllity, of the erector. Additional permanent bracing of rhe overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Ouallly Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. / Q?�pFESS/pN9l A. B nn�A7 *\ EXP, 6-30-06 /* // 1ST C1V1� ��P A, OF January 3,2005 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610" II, MOW Job Truss Truss Type Oty Ply CHAMPION/LOT 30 THE TRADITIONS 5-5-9 _ 11-7-15 17-0-0 5-5-9 6-2-5 R14744281 LOT -30 R25 ROOF TRUSS 8 1 SPACING 2-0-0 CSI DEFL in (loc) I/deb PLATES GRIP TCLL 20.0 Job Reference (optional) JUIV .7t1/N11C I,VIvIr-VIVCIV 1 J, R11VVIvIIVY ML, IVIIRC OC;R .-].uuu A uull v Luva IVII I CM1 Illuubtinab, III;. I Ilu VC; ov IJ.Y 1.41 LVu% rdyd 1 • 0-M 5.5-9 11-7-15 17-0-0 5-5-9 6-2-5 5.4-1 Scale = 1:302 81 C 025 112 4x8 M1120 II K 3x4 M1120 11 8x8 M1120 - 3x4 M1120 = BxB M1120 - 3x4 M1120 11 0-0-0 0-0-0 5-5-9 _ 11-7-15 17-0-0 5-5-9 6-2-5 5-4-1 Plate Offsets (X,Y): [A:0-3-7,Edge], [E:0-3-8,0-2-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.12 G-1 >999 M1120 185/148 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.27 G-1 >748 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.02 F n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 68 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4.4-9 oc purlins, except end verticals, and BOT CHORD 2 X 4 HFSPF No.2 0-0-0 oc purlins (10-0-0 max.): E -K., WEBS 2 X 4 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) J=668/0-3-8, 17=668/0-3-8 Max Horz J=91(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A -J=-606, A -B=-1797, B -C=-1791, C -D=-1797, D -E=-1915, E -F=-601, E -K=0 BOT CHORD I -J=137, H-1=1911, G -H=1911, F -G=197 WEBS A-1=1726, B-1=-352, D -I=-120, D -G=-305, E -G=1760 NOTES (5) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 10.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. FESS /ON 4) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Record QRS t`� q� S 5) Loads, spacing, bracing and application to be reviewed by Engineer of and/or Governing Jurisdiction.co LOAD CASE(S) Standard N . C66424 A * EXR 6-30-06 CIV Il. ��P q�46OF CAL -W'3'0 • January 3,2005 ® WARNII✓O • Ver f/y design parameter and READ NOTES ON TRIS AND INCLUDED MITES REFERENCE PADS AM -7473 BEFORE OSS. 7777 Greenback Lane • Suite 109 Design valid for use only with mifek connectors. This design 4 based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design oramenters and proper incorporation of component is res nsibkli of building designer - not truss designer. Bracco shown APP fY 9 P F P rPa P Pa N n9 9 9 9 �_� it for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibiliN of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSII Building Component m MiTek Safety Information available from Truss Plate Institute, 563 D'Onoldo Drive. Madison, w1 53719. • Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS R14744282 LOT -30 R25A ROOF TRUSS 2 1 Job Reference (optional) SUN S'GATcE COMPONENTS, KINGMAN AZ, Mike Beck 5-5-9 5-5-9 0.25 112 o.uuu s Jun V GUUS 1911 I eK mouslnes, Inc. I nu uec JU 7 J:41:LL zuuq rage 7 0-0-0 11-7-15 17-0-0 6-2.5 5.4-1 Scale = 1:30.2 5x6 M1120 - K 3x4 M1120 II 6x6 M1120 = 3x4 M1120 = 5x6 M1120 = 3x4 M1120 II 0-M 0-" 5.5-9 11-7-15 17-0-0 5-5-9 6-2-5 5-0-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0:79 Vert(LL) -0.13 G-1 >999 M1120 185/148 TCDL 10.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.26 G-1 >780 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.02 F n/a ' BCDL 10.0 Code UBC97/ANS195. (Matrix) 1st LC LL Min Vdefl = 360 Weight: 72 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 3-7-5 oc purlins, except end verticals, and BOT CHORD 2 X 4 DFSYP No.2 0-0-0 oc purlins (10-0-0 max.): E -K. WEBS 2 X 4 HFSPF Stud/STD 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. A-1 2 X 4 HFSPF No.2, E -G 2 X 4 HFSPF No.2 , QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) J=668/0-3-8, F=668/0-3-8 SUPPORTING STRUCTURE,AS STATED IN THE DRAG LOAD NOTE BELOW. a Max Harz J=91 (load case 5) Max Uplift J=-79(load case 10), F=-108(load case 11) Max Grav J=811(load case 7), F=852(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -J=-604, A -B=-1793, B -C=-1787, C -D=-1793, D -E=-1916, E -F=-599, E -K=0 BOT CHORD I -J=139, H-1=1912, G -H=1912, G -L=198, F -L=198 WEBS A-1=1720, B-1=-351, D-1=-126, D -G=-307, E -G=1761 NOTES (6) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 10.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If'end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. �CFESS/� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per, ��Q Table No. 16-B, UBC-97.c� S A. 80& Fac 4) This truss has been designed for a total drag load of 2000 lb. Connect truss to resist drag loads along bottom �kr chord from 0-0-0 to 17-0-0 for 117.6 plf: 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. � 6) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. N ;C66424' �A LOAD CASE(S) Standard * EXP. 6-30-06 ® WARNING - Derlb design parameters and READ NOTES ON THIS AND JNCLMED HITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design B based orgy upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component 4 responsibility of building designer - not truss designer. Bracing shown is for lateralsupportof individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Bullding Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. CIVIC gTFOF CAI \I January 3,2005 7777 Greenback Lane r_�m Suite 109 CfWs Heights, CA, 95610�� C� MOW Job - Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS (loc) I/defl • TCLL 16.0 Plates Increase 814744283 LOT -30 R26 ROOF TRUSS 1 2 25.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.67 K -L >305 Job Reference (optional) • Jury J II AIO t.ulvlruNrzni I o, mwnV ivimim ML, ivuKu Deux " J.VVU b JU11 V LVVO IVII I6n 111UUbtr1e5, MG. I HU LlCG JV 10.41:44 LVU4 rage I 0-0-0 3-5-14 6-11-13 1 10.5-11 1 13.11-10 1 17-5-8 i 3-5714 3-5-14 3-5-14 3.5-14 3-5-14 Scale = 1:31.2 • 0.25 112 4210 M1120 = O 3x8101120 11 68101120 - 4xl2 MII20 - 0-M 3-5-14 ; 6-11-13 3-5-14 3-5.14 6x6 M1120 WS - 5x12 MI120 = ! 3x10 M1120 II 6x6 M1120 = ` 10.5-11 13-11-10 17-5-8 3-5.14 3-5-14 3.5-14 0-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.91 Vert(LL) -0.04 K -L >999 M1120 185/144 TCDL 25.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.67 K -L >305 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.05 H n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) - 1st LC LL Min Vdefl = 360 Weight: 176 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2* 'Except' TOP CHORD Sheathed or 2-4-0 oc purlins, except end verticals, and C -G 2 X 4 DF 1450F 1.3E 0-0-0 oc purlins (10-0-0 max.): G -O. BOT CHORD 2 X 6 DF 240OF 2.0E •'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. H -J 2 X 6 DF 180OF 1.6E , WEBS 2 X 4 HFSPF Stud/STD 'Except' A -N 2 X 4 HFSPF No.2, H -O 2 X 4 SPF 1450F 1.3E A -M 2 X 4 SPF 145OF 1.3E, B -L 2 X 4 HFSPF NO.2 F -K 2 X 4 HFSPF No.2, G-12 X 4 SPF 145OF 1.3E t - QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS Ib/size N=4850/0-3-8, H=4850/0-3-8 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE ( ) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz N=-210(load case 10) Max Uplift H=-24(load case 11) FORCES (lb) - First Load Case Only TOP CHORD A -N=-3877, A -B=-9194, B -C=-14255, C -D=-14258, D -E=-14258, E -F=-15350, F -G=-10548, ' G -H=-3710, G-0=0 BOT CHORD M -N=611, L -M=9192, K -L=15345, J -K=10539, I -J=10539, I -P=1074, H -P=1074 WEBS A -M=9389, B -M=-2115, B -L=5461, D -L=262, E -L=-1163, E -K=91, F -K=5080, F-1=-1839, G-1=9989 ' NOTES (7) 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: t Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 6-9-0 oc. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. Continued on page 2 ® WARNDYO - Verjf y desfgn para -9— and READ NOTES ON TBZ4 AND INCLUDED f1UTEE REFERENCE PADS AM -7473 BEFORE USE. Design valid for use only with MTek connectors. This design's based only upon parameters shown: and is for on individual building component. • Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII duality Criteria, DSB-69 and BCS11 Bullding Component Safety Information available from Truss Plcle Institute, 583 D'Ono6io Drive, Madison, WI 53719. OQRpF ESS/pNq A N� C66424 �p * EXP. 6-30-06 CIVIC OFC IF�� January 3,2005 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 .r MiTek� • JUN J I M 1 C l•VIVII'VIVUv i J. nnvamrvv K, tvnno ock.n • ,t.vw a wn � avv n ..... ct... ,..�` ...ca, ,.�.♦ ........�., ..,. . v., ..�. �....� . oy� � - NOTES (7) 4) This truss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live loads perTableNo. 16-B, UBC -97. r i 5) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 15-11-8 to 17-5-8'for " 1333.3 plf. , 6) Design assumes 4x2 (flat orientation) purlins a_ t oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) " Vert: A -G=-82:0; H -N=-483.0 . • • I i ..t .f ® WARN ]NO • Ver((g design Pani eters and RP.AD NOTES ON 7MB AND INCLUDED 11DTEE REFERENCE PADS AW -7473 BEPORS USE. Design valid fon use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporationof component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction h the responsibillity, of the erector: Additional permanent bracing of the overall structure is the "responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consult ANSIM11 Quality Criteria, DS1149 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, " 53719. _ 7777 Greenback Lane Suite 109 Citrus Heights, CA, 9511110100` . ids MiTek� Truss Truss Type Oty Ply , • CHAMPION LOT 30 THE TRADITIONS FLOT-30ob R26 ' ROOF TRUSS T 1 Job Reference (optional) • JUN J I M 1 C l•VIVII'VIVUv i J. nnvamrvv K, tvnno ock.n • ,t.vw a wn � avv n ..... ct... ,..�` ...ca, ,.�.♦ ........�., ..,. . v., ..�. �....� . oy� � - NOTES (7) 4) This truss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live loads perTableNo. 16-B, UBC -97. r i 5) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 15-11-8 to 17-5-8'for " 1333.3 plf. , 6) Design assumes 4x2 (flat orientation) purlins a_ t oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) " Vert: A -G=-82:0; H -N=-483.0 . • • I i ..t .f ® WARN ]NO • Ver((g design Pani eters and RP.AD NOTES ON 7MB AND INCLUDED 11DTEE REFERENCE PADS AW -7473 BEPORS USE. Design valid fon use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporationof component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction h the responsibillity, of the erector: Additional permanent bracing of the overall structure is the "responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consult ANSIM11 Quality Criteria, DS1149 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, " 53719. _ 7777 Greenback Lane Suite 109 Citrus Heights, CA, 9511110100` . ids MiTek� Job Truss Truss.Type City Ply ' CHAMPION/LOT 30 THE TRADITIONS' 6-" 6-0-0 6-0-0 6-0-0 Plate Offsets (X,Y): [H:0.4-0,0-3-01 LOADING (psf) R14744284 LOT -30 R27 COMMON 13 1 Plates Increase 1.25 TC 0.55 Vert(LL) -0.05 G -H >999 M1120 185/148 TCDL 25.0 _ Job Reference (optional) • JUN J 0-0 I..VIV1rVrvCry 1 J, nlrvblvuily HL, Mine DCGR 6-0-0 12-0-0 6-0-0 t 6-0-0 r " r D 6xr G.uuu 5 Jun n cuva nnI I eK Inau5lneS, Inc. I nu uec au ts:41:[0 zuuv rage T 0-0-0 18-0-0 24-0-0 6-0-0 6-0-0 Scale = 1:42.8 4x6 MI120 = C C 0 Iv 4x4 M1120 11 4x6 M1120 = 5x8 M1120 = 4X6 M1120 = 4x4 M1120 11 0.0-0 0-0-0 6-0-0 , 12-" 16-0-0 24-0-0 6-" 6-0-0 6-0-0 6-0-0 Plate Offsets (X,Y): [H:0.4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL . 16.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.05 G -H >999 M1120 185/148 TCDL 25.0 _ Lumber Increase 1.25 BC 0.77 Vert(TL) -0.21 G -H >999 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.05. F n/a BCDL 20.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Udefl = 360 Weight: 104 Ib' LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 3-9-15 oc purlins, except end verticals. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or, 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD *,Except' A -J 2 X 4 HFSPF No.2, A-12 X 4 HFSPF No.2 E -F 2 X 4 HFSPF No.2, E -G 2 X 4 HFSPF No.2 1 REACTIONS (Ib/size) J=1446/0.3-8, F=1446/0-3-8 Max Horz J=53(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A -B=-2391, B -C=1953, C -D=-1953, D -E=-2391, A -J=-1316, E -F=-1316 BOT CHORD I -J=373, H-1=2195, G -H=2195, F -G=373 WEBS B-1=-123, B -H=-462, C -H=675, D -H=-462, D -G=-123, A-1=1853, E -G=1853 NOTES (4) 1) Unbalanced roof live loads have been considered for this design. .2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 exist, per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 FESS Q�0 /Qty 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per B0 F� Table No. 16-B, UBC -97. Record �Q- �S'E1. 'Q 4) Loads, spacing, bracing and application to be reviewed by Engineer of and/or Governing Jurisdiction. G7 LOAD CASE(S) Standard 1 y ® WARNING - VerYk design parameran and READ NOTES ON THIS AND INCLUDED llWZZK REFERENCE PADS hW 7473 BEFORE USE. Design valid for use only with Mk1ek connectors, This design 6 based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the erector. Additional permanent bracing of the overall structure 6 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrIteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. N0. C66424 A * EXP. 6-30-06 d, CIVIC 9TFCF CA%0F January 3,2005 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 zff MiTek� Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS 16.0 Plates Increase 1.25 >999 TC 0.69 TCDL R14744285 LOT -30 R27A COMMON 2 1 Rep Stress Incr NO' WB 0.66 BCDL 10.0 Code UBC97/ANSI95 Job Reference (optional) • JUN J 0-0-0 IiVMYVrvCry I J, nuvurvUlry rlc, nnucc occas J.wu a Jwr a caw rvu r cn nwuaurca, Ili:. I nnY Nati JV iJ.9 r.0 cvsrr rayc 0-0-0 6-" 12-" 18-M I 24-041 ~ 6-0-0 6-0-0 6-0-0 6-0-0 ` Scale = 1:42.9 8z 4 4x6 M1120 = C . 3x6 M1120 11 5x6 M1120 - SO M1120 = 54 M1120 - 3x6 M1120 11 - 0-0-0 0-0-0 6-0-0 v 12-0-0 18-0-0 24.0-0 6-0-0 6-0-0 6-0-0 6-0-0 LOADING (psf) SPACING 2-0-0 Vert(LL) CSI TCLL 16.0 Plates Increase 1.25 >999 TC 0.69 TCDL 25.0 Lumber Increase 1.25 BC 0.72 BCLL 0.0 Rep Stress Incr NO' WB 0.66 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 DFSYP No.2 BOT CHORD 2 X 4 DFSYP No.2 WEBS 2 X 4 HFSPF Stud/STD 'Except' A -J 2 X 4 HFSPF No.2, A-12 X 4 HFSPF No.2 E -F 2 X 4 HFSPF No.2, E -G 2 X 4 HFSPF No.2 DEFIL in (loc) Udefl Vert(LL) -0.07 H-1 >999 Vert(TL) -0.21 H-1 >999 Horz(TL) 0.07 F n/a 1st LC LL Min Udefl = 360 PLATES GRIP M1120 185/148 ■ Weight: 1091b BRACING TOP CHORD Sheathed or 3-3-6 oc purlins, except end verticals. BOT CHORD- Rigid ceiling directly applied or 4-10-3 oc bracing. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4 REACTIONS (Ib/size) J=1377/0-3-8, F=1259/0-3-8 Max Horz J=188(load case 15) Max Uplift J=-97(load case 14), F=-214(load case 19) Max Grav J=1796(load case 9), F=1678(load Case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-2252, B -C=-1775, C -D=-1775, D -E=-2107, A -J=-1246, E -F=-1182 BOT CHORD I -J=372, 1-K=2063, H -K=2063, G -H=1926, G -L=327, F -L=327 WEBS B-1=-94, B -H=-504, C -H=566, D -H=-350, D -G=-211, A-1=1720, E -G=1626 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 It by 24 It with exposure O ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 22-6-0 to 24-0-0 for 1333.3 plf. 5) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 83.3 plf. 6) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard Continued on page 2 '® WARNING - Verfb design pan eten and READ NOTES ON TB7S AND INCL.VDED AITTSE REFERENCE PADS AM 74" BEFORE USE. Design valid for use only with MTek connectors. This design a based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper Incorporation of component is responsibility of building designer. not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibitrity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. M 53719. /9R0ESS/pN9\ NO. C66424 *� EXP. 6-30-06 �* 1s�. civic ��P grFOF cA��Fo� January 3,2005 7777 Greenback Lane • Suite 109 Citrus Heights, CA 95610"Er MiTekm Job .Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS - •• + 814744285 LOT -30 R27A COMMON 2, 1 " s Reference (optional) SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Dec 30 13:41:27 2004 Page 2 • LOAD CASE(S) • Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A -C=-82.0, C -E=-82.0, J•K=-40.0, F -K=-20.0 - - 4 ^ 7 ® WARNING • Verj fy design pamm t[ and READ NOTES ON TID9 AND JNCLUDED AU=K REPERENCB PADS AUF-7473 BSPORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design `s based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95650 ApplicabT of design aramenters and proper incorporation of component a responsibility of build designer - not truss designer. Bracco shown. H P Pr 'Po P Po h n9 9 9 9 r0 t is for lateral support of individual web members only. Additional temporary broking to Insure stability during construction is the respbnsiWlliry, of the erector. Additional permanent bracing of the overall structure is the responsibTty, of the building designer. For general guidance regarding • fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/IPII Quality Criteria, DSB•BR and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onof io Drive. Modson, VA 53719. . MiTek Job .Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS - •• + 814744285 LOT -30 R27A COMMON 2, 1 " Reference (optional) Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS Plate Offsets (X,Y):[A:0-8-8,0-2-8],[E:0-8-8,0-2-8],[H:0-4-0,0-3-0] LOADING (psf) R14744286 LOT -30 R28G COMMON 1 1 Plates Increase 1.25 TC 0.90 Vert(LL) -0.06 G -H >999 M1120 185/148 TCDL 25.0 Job Reference (optional) SUN J I HDI t I UMI'UNr_N I J, N114kaI11IMN t%f, , 11AIKU DMA J.V V V a Jull a cuw evil I civ Inuuau Ica, Inc. I flu of J I— 1- cv rays I 0-" 6-0-0 12-" 18-" 24-" 6-0-0 6-0-0 6-0-0 6-0-0 1x4 MH20 II : Us M1120 5 1X4 141120 II 4.00 Ff-2- 3x6141120 Z \\ 1z4 141120 11 400 MI120 3x6 M1120 B 3x6 M1120 6x14 141120 11 5x8 MII20 - NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. C 1x4 M1120 II 3x6 M1120 1x4 141120 II 3x6 M1120 4x10 M1120 // 1x4 M1120 II , D 3x6 M1120 z 3x6 M1120 604 M1120 II 6x6 M1120 - 5x8 M1120 = 6x6 141120 - 0-0-0 0-0-0 6-0-0 12-0-0 18.0-0 24-M 6-0-0 6.0-0 6-0-0 6-" Plate Offsets (X,Y):[A:0-8-8,0-2-8],[E:0-8-8,0-2-8],[H:0-4-0,0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.06 G -H >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.15 G -H >999 BCLL 0.0 , Rep Stress Incr YES WB 0.85 Horz(TL) 0.04 F n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udeft = 360 " Weight: 160 Ib LUMBER BRACING TOP. CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-2-10 oc purlins, except end verticals. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-3 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 'Except' A -J 2 X 4 HFSPF No.2, A-1 2 X 4 HFSPF No.2 ,.. E -F 2 X 4 HFSPF No.2, E -G 2 X 4 HFSPF No.2 OTHERS 2 X 4 HFSPF Stud/STD QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE r SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) . J=1209/0-3-8, F=1209/0-3-8 Max Horz J=46(load case 5) Max Uplift 'J=-723(load case 10), F=-723(load case 13) Max Grav J=2087(load case 7), F=2087(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-2085, B -C=-1700, C -D=-1701, D -E=-2085, A -J=-1134, E -F=-1134 BOT CHORD I -J=406, H-1=1899, G -H=1899, F -G=406 WEBS B-1=-144, B -H=-388, C -H=475, D -H=-387, D -G=144, A-1=1511, E -G=1512 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 top dead load and 8.0 bottom chord dead load, 100 mi from hurricane oceanline, on an FESS /() psf chord psf occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 Q�� C`� q� A: Bp�� F�c per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not � exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), 1 > 1 Z see MiTek "Standard Gable End Detail" 4) Gable studs spaced at 2-0-0 oc. NO. C66424 A 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per EXP. 6-30-06 Table No. 16-B, UBC -97. * 6) This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 180.0 ptf. ; + �'� C]V l\- 7) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. T FBF Continued on page 2 CAL�F� January 3,2005 ® WARNING - Ver{/y design Parameters and READ NOTES ON rim AND INCLUDED M77M REFERENCE PAGE dila-7473 BEFORE USE. 7777 Greenback Lane --m Sults 709 Design valid for use only with M1ek connectors. This design 6 based only upon parameters shown, and 6 for an individual building component. Citrus HeightsCA95610 Applicability of design paromenters and proper incorporation of component it responsibility of building designer - not truss designer. Bracing shown , , — rr.r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsiNlity of the building designer. For general guidance regarding m fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1711 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, W9 53719. ' MiTek Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS R14744286 LOT -30. R28G COMMON Job Reference (optional) SUN S 1,111 ,t L:UMHVNtN I J, RlrvlaMAry 11-. n" 11K. tleCK • - D.000 s Jun y cuss IVII I eK,InuUslrles, Inc. 1 nu sec JU .t a:4 l:cy cuuv rage c LOAD CASE(S) Standard e r ® W7valid Q • Ver(fy deafgn Pnrametera and READ NOTES ON TB7S AND INCLUDED Mr4'ER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane • Desigfor use only with MTek connectors. firs design B based oNy upon parameters shown. and is for an individual building component. Suite 109 Citrus Heights, CA95616 Appliof design paromenters and proper incorporation of component a responsibility of building designer • not truss designer. Bracing shown is for lupport of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding fatx cation, quafity control, storage, delivery, erection and bracing, consult AN51/rf Il Quality Crttedo, DSB•B9 and BC511 Building Component - • Safety Information available from Truss Plate Institute, 5B3 D'Onof io Drive. Madison, WI 53719. -- M iTek Job Truss Truss Type Qty Ply t CHAMPION LOT 303HE TRADITIONS LOT -30 R29 ROOF TRUSS 2 °Vert(LL) -0.03 L >999 R14744287 TCDL 10.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.75 L -M >331 A -M.2 X 4 HFSPF 2100F 1.8E, B -L 2 X 4 HFSPF No.2 Job Reference (optional) . JUIV JO-10MC•I,VIVIrV1YCIV 1 J, NINUIVIMIv ML, IVlixe DBCB o.Vuu s Jun `u cuua IVII 1 ex Inuustnes, Inc. I nu uec Su 1 a:41:6u ZUu4 rage 1 ^ 0-0-0 5-3-3 104-5 1 14-0-2 17-11.6 21-0-0 5-3-3 5-1-2 3-7-13 3-11.4 3-0-10 Scale = 1:37.0 ' 025 12 5x12 M1120 = , O n 54 M1120 = 3x8 M1120 = 1x4 1011120 11 4x8 M1120 - F 5210 M1120 = 6x10 M1120 F G N ^ M L K J _ 300 M1120 II 10x14 M1120 = 8x10 M1120H WB = 8x8 M1120 = &81011120 = 4x4 M1120 II 10x12 MII20 = ' QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 0-0-0 k 0-0-0 5-3-3 104-5 14-0-2 17-11$ 21-0-0 e 5-3-3 5-1-2 3-7-13 3-114 3-0-10 Plate Offsets (X,Y): [A:0-8-9,0-2-8], [G:0-3-7,0-3-0],[1:0-3-8,04-0], [J:0-3-8,04-0], [M:0-3-8,0-5-0] LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 °Vert(LL) -0.03 L >999 M1120 185/144 TCDL 10.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.75 L -M >331 A -M.2 X 4 HFSPF 2100F 1.8E, B -L 2 X 4 HFSPF No.2 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.07 H n/a REACTIONS BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well = 360 'Weight: 219 Ib LUMBER BRACING ' Design valid for use only with MTek connectors. This design a based only upon parameters shown, and is for an incrMdual building component. TOP CHORD 2 X 4 DFSYP 240OF 2.OE TOP CHORD Sheathed or 2-4-13 oc purfins, except end verticals, BOT CHORD 2 X 6 DF 240OF 2.0E and 0-0-O.oc purlins (10-0-0 max.): A -O. WEBS 2 X 4 HFSPF Stud/STD 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wI 53719. 1 N -O 2 X 4 DFSYP 240OF 2.OE, G -H 2 X 4 DFSYP No.2 A -M.2 X 4 HFSPF 2100F 1.8E, B -L 2 X 4 HFSPF No.2 F -J 2 X 4 SPF 145OF 1.3E, G-1 2 X 4 HFSPF 165OF 1.5E REACTIONS (Ib/size) N=7032/0-3-14 (input: 0-3-8), H=7129/0-3-14 (input: 0-3-8) Max Horz N=69(load case 5) Max Grav N=7228(load case 7), H=7284(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -N=-5290, A-0=0, A -B=16031, B -C=-20051, C -D=-20050, D -E=-20051, E -F=-17251, F -G=9220, G -H=-6258 BOT CHORD M -N=1127, L -M=16022, K -L=17247, J -K=17247, I -J=9219, H-1=333 WEBS A -M=15630, B -M=-1447, B -L=4250, D -L=-142, E -L=3161, E -J=-1800, F -J=9003, F-1=-3919, G -I=10891 NOTES (1 i) 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: F Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Q?,O ESS/ Bottom chords connected as follows: 2 X 6 - 2 rows at 0-8-0 oc.q( Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oil. �Q'��C`rJ A., B �< O G1 � 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 0 10.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an 'L Z occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not NO. C66424 . A exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 EXP. 6-30-06 3) Provide adequate drainage to prevent water ponding. k 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per SIT C10- W- Table Cont nued on page 2 BC -97. q"FCFCA10F January 3,2005. ® WARNINO - Ver(fy destgn parameter and REND NOTES ON TMS AND INCLUDED AffTER REFERENCE PAGE AW -9493 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with MTek connectors. This design a based only upon parameters shown, and is for an incrMdual building component. Suite 109 Citrus Heights, CA, Reo p responsibility of building designer - not buss designer. Broiling shown Applicabilityof design aromenters and proper incorporation of component is res g p p 95610�� r e g to is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibilliry, of the erector. Additional permanent bracing of the overall structure 6 the resporuibility.of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCS11 Building Component fa Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wI 53719. 1 M iTek Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS R14744287 LOT -30 R29 ROOF TRUSS 2 Job Reference (optional) .SUN S I A It GUMVL)NtN 15, KINtiMAN AL, Mike 6eCK a.uuu s Jun U zUU3 IVII I eK mousmes, Inc. I nu Uec 3U 13:41:31 zuu4 rage z NOTES (11) 6) WARNING: Required bearing size atjoint(s) N, H greater than input bearing size. -7) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. ' • 8) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-0-0 for 95.2 plf. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Special hanger(s) or connections) required to support concentrated load(s) 287.Olb down at 14-0-2 on top chord. Design for unspecified connection(s) is delegated to the building designer. ' 11) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) ' Vert: A -G=-30.0, H7N=-640.0 Concentrated Loads (lb) Vert: E=-287.0 2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A -G=-10.0, H -N=-650.0 Concentrated Loads (Ib) Vert: E=-287.0 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A -G=3.8, H -N=-638.0 Horz: A -N=-15.4, A-0=-15.4, A-13=-13.8, G -H=15.4 Concentrated Loads (lb) Vert: E=-287.0 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 . Uniform Loads (plf) Vert: A -G=3.8, H -N=-638.0 Horz: A -N=-15.4, A-0=-15.4, A -G =13.8, G -H=15.4 Concentrated Loads (lb) Vert: E=-287.0 5) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A -E=3.8, E -G=14.6, H -N=-638.0 Horz: A -N=-15.4, A-0=-15.4, A -E=-13.8, E -G=-24.6, G -H=-9.2 Concentrated Loads (lb) Vert: E=-287.0 6) Regular -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A -G=-28.0, H -N=-640.0 Hoa: A -G=4571.5 Drag: H -N=-95.2 , Concentrated Loads (lb) Vert: E=-287.0 7) Regular -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 ' Uniform Loads (plf) Vert: A -G=-32.0, H7N=-640.0 Horz: A -G=-4571.5 Drag: H -N=95.2 Concentrated Loads (lb) Vert: E=-287.0 8) UBC -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) ` Vert: A -G=-8.0, H -N=-650.0, Horz: A -G=4571.5 'Drag: H -N=-95.2 Concentrated Loads (lb) Vert: E=-287.0 9) UBC -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A -G=-12.0, H -N=-650.0 Horz: A -G=4571.5 Drag: H -N=95.2 R Concentrated Loads (lb) Vert: E=-287.0 10) MWFRS Wind Left -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A -G=5.8, H -N=-638.0 Horz: A -N=-15.4, A-0=-15.4, A -G=4557.7, G -H=15.4 Drag: H -N=-95.2 Continued on page 3 ®' WARNING - vert fy design parameter: and READ NOTES ON TRW AND INCLUDED 11DTEK REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer. not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding, fabrication, quality control, storage, delivery• erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5153 D'Onofrio Drive, Madison. WI 53719. 7777 Greenback Lane •��. Suite los '.'r Citrus Heights, CA, 95610�� MiTekm Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS • 814744287 LOT -30 -- 829 ROOF.TRUSS 2 Job Reference (optional) • SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Dec 30 13:41:31 2004 Page 3 LOAD CASE(S) Concentrated Loads (lb) Vert: E=-287.0 _ 11) MWFRS Wind Left -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A -G=1.8, H -N=-638.0 Hoe: A -N=-15.4, A70=-15.4, A -B=-4585.3, B -C=-4585.3, C -D=-4585.3, D -E=-4585.3, E -G=-4585.3, G -H=15.4 Drag: H -N=95.2 Concentrated Loads (lb) Vert: E=-287.0 12) MWFRS Wind Right -Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A -G=5.8, H -N=-638.0 Horz: A -N=-15.4, A-0=-15.4, A -G=4557.7, G -H=15.4 Drag: H -N=-95.2 ' i Concentrated Loads (lb) Vert: E=-287.0 13) MWFRS.Wind Right -Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A -G=1.8, H -N=-638.0 Horz: A -N=-15.4, A-0=-15.4, A -B=-4585.3, B -C=-4585.3, C -D=-4585.3, D -E=-4585.3, E -G=-4585.3, G -H=15.4 Drag: H -N=95.2 Concentrated Loads (lb) Vert: E=-287.0 ® WARN711'O.9'er(l design parameters and READ NOTES ON TWS AND D7CLUDED ffiTER REFERENCE PAGE AM -7473 BEPORB USE. 7777 Greenback Lane -Suite r Design valid for use only with W1ek connectors. This design k based only upon parameters shown. and is for an individual building component. Citrus Heights. CA, 95610 �. ' Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction -s the responsibillity of the erector. Additional permanent bracing of the overall structure 6 the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria; DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5a3 D'Onohio Drive, Madison, w T �/ R�len153719. I r i Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS • 814744287 LOT -30 -- 829 ROOF.TRUSS 2 Job Reference (optional) Job Truss Truss Type Ory Ply CHAMPION/LOT 30 THE TRADITIONS Vert(TL) -0.30 - H -J ' >830 Horz(TL) 0.04 G - R14744288 LOT -30 R30 ROOF TRUSS 5 1 Job Reference (optional) . SVN S I A I t I.VMYVNCN I J, RINbIVIA1V fiL, IwIKe aecx 0-0-0 5-3-3 10.4-5 i 5.3-3 5-1-2 3x8 M1120 = M a.uuu b Jur) 7 eUUO IVII 1 CR Ir1UUbllleb, 111U. I r1U LleG OV I a.4 IAL LV V4 r -dye I 0-0-0 5.0-6 5.7.5 - Scale = 1:36.8 025 rf2 .--..__ Iva uimn — 3x4 M1120 II 4x6 M1120 = 4x8 M1120 = 3x4 M1120 = 5x6 M1120 = 3x4 M1120 11 0-0-0 0-0-0 5-3-3 104-5 15-0-11 21-0-0 5-3-3 5-1-2 5-0.6 5.7-5 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.57 TCDL 10.01 Lumber Increase 1.25 BC 0.66 BCLL 0.0 Rep Stress Incr NO WB 0.56 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 DFSYP No.2 BOT CHORD 2 X 4 HFSPF No.2 WEBS 2 X 4 HFSPF Stud/STD 'Except* L -M 2 X 4 DFSYP No.2, F -G 2 X 4 DFSYP No.2 A -K 2 X 4 HFSPF No.2, F -H 2 X 4 HFSPF No.2 DEFL . in (loc) Ildefl Vert(LL) -0.12 J >999 Vert(TL) -0.30 - H -J ' >830 Horz(TL) 0.04 G - n/a list LC LL Min Vdefl = 360 PLATES M1120 Weight: 88 Ib GRIP 185/148 BRACING TOP CHORD Sheathed or 3-1-12 oc purlins, except end verticals, and 0-0-0 oc purlins (10-0-0 max.): A -M. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) L=923/0-3-8, G=1020/0-3-8 Max Harz L=142(load case 5). FORCES (lb) - First Load Case Only TOP CHORD A -L=-857, A -M=O, A -B=-2075, B -C=-2834, C -D=-2828, D -N=-2835, E -N=-2825, E -F=-2274, F -G=-951 BOT CHORD K -L=140, J -K=2071, I -J=2270, H-1=2270, G -H=97. WEBS A -K=2036, B -K=-562, B -J=806, D -J=-389, E -J=604, E -H=-765, F -H=2334 NOTES (7) 1). This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 10.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 '2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 4) Load case(s) 1, 2, 3, 4, 5 has/have been modifted.Building designer must review loads to verify that they are correct for the intended use of this truss. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. ' 6) Special hanger(s) or connection(s) required to support concentrated load(s) 287.01b down at 14-0-2 on top chord. Design for unspecified connection(s) Is delegated to the building designer. 7) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Continued on page 2 ® WARMWO • Veryf design pawmegem and READ NOTES ON THIS AND INCl.(IDED 817TER REFERENCE PAGE AM 7473 BEFORE USE. Design valid for use only with M1ek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of bulling designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSO -89 and SCSI1 Building Component Safety information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. col 53719. /Q?,pFESS/pN9 012 N.. A• BO��F2c >� ,2 N C66424 * EXP. 6-30-06 s1l CIVIC- grFOF CALOW January 3,2005 7777 Greenback Lane --® Suite 109 Citrus Heights, CA, 95610... ids MiTekm 0 Job Truss Truss Type Oly Ply CHAMPION/LOT 30 THE TRADITIONS f 814744288 LOT-30 ' 830 ROOF TRUSS S 1 � - ' � � Job Reference SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MTek Industries,.lnc. Thu Dec 30 13:41:32 2004 Page 2 `.- • I y LOAD CASE(S) .• ' 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) , Vert: A=F=-60.0, G-L=-20.0 • • r Concentrated Loads (lb) Vert: N=-287.0 .2) UBC: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 'r , - Vert: A-F=-20.0, G7L=-40.0 Concentrated Loads (lb) r ; Vert: N=-287.0 ', Y 4 ♦, ' 3) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 ; r Uniform Loads (plf) , Vert: A-F=7.7, G-L=-16.0 Horz: A-L=-30.7, A-M=-30.7, A-F=-27,7, F-G=30.7 ' + Concentrated Loads (lb) Vert: N=-287.0 ` 4) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 , +_ Uniform Loads (plf) „ Vert: A-F=7.7, G-L=-16.0 Horz: A-L=-30.7, A-M=-30.7, A-F=-27.7, F-G=30.7 Concentrated Loads (lb) Vert: N=-287.0 5) MWFRS 1st Wind Parallel: Lumber Increase-1.33, Plate Increase=1.33, +' ' ' Uniform Loads (A' t Vert: A-E=7.7, E-F=29.2, G-L=-16.0 ' Horz: A-L=-30.7, A-M=-30.7, A-E=-27.7, E-F=-49.2,'F-G=-18.5 , Concentrated Loads (lb) Vert: N=-287.0 : + h - "L ® WARNING - Ver((y design parameters and READ NOTES ON TBS AND INCLUDED AUTEE REFERENCE PADS RFU-7473 BEFORE USE. 7777 Greenback Lane m Design valid for use oNy with ANiek connectors: fiB design a bated only upon parameters shown, and b for an individual building component. Suite f 09 Citrus Heights, CA, 95610�� licabili of design n romenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown APP 9 Pa P P rPo P Po N 9 9 9 9 l ' a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction rs the responsibillity, of the •• �� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding It _ T fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSII Building Component. '• - m M iTek Safety Information available from Truss Plate Institute, 5113 D'Onotrio Drive, Madison. WI 53719. - s (optional) ' Job Truss Truss Type Qty , Ply CHAMPION/LOT 30 THE TRADITIONS - - 1X41011120 II 0.0-0 _ 0-0-0 a , ' A + R14744289 LOT -30 R31 COMMON 3 1 7-0-0 Plate Offsets (X,Y): [A:0-3-0,0-1-13],[E:0-2-8,Edge] ' LOADING (psf) Job Reference (optional) JUN J I m I r- L.0 virvijavo I J, rV1VVrvimni ML, Iv11KU DCGR U.UVV b Jull O GVVJ Ivll I CR Illuubl11Cb, IIID. I IW IJtlU,JV 10.4 LJJ LVu•t rdyU 1 0-0-0 ' 0-0-0 6-1-12 13-" I 20-0-0 6-1-12 r 6-104 7-0-0 - Scale= 1:35.3 ` 4x6 MII20 - r 5x6 M1120 11 30 M1120 - - 3x4 M1120 = 3x8 M1120" o 3x4 M1120 11 - - 1X41011120 II 0.0-0 _ 0-0-0 a , 6-1-12 13-0-0 20-0-0 6-1-12 6-10.4 7-0-0 Plate Offsets (X,Y): [A:0-3-0,0-1-13],[E:0-2-8,Edge] ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL ' 16.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.06 G-1 . >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.19 G-1 '>999 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.04 rF n/a ,. BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL'Min I/defl = 360 Weight: 82 lb LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-3-8 oc pudins, except end verticals. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 'Except' _ E -F 2 X 4 HFSPF No.2 " SLIDER Left 2 X 4 HFSPF Stud/STD 3-2-3 REACTIONS (Ib/size) A=1013/Mechanical, F=1013/0-3-8 r Max Horz A=112(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A-13=2079, B -C=-1936, C -D=-1200, D -E=-1202, E -F=-941 BOT CHORD A-1=1815, H -I=1875, G -H=1875, F -G=135 WEBS C-1=123, C -G=-862, D -G=99, E -G=983 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane,oceanline, on an occupancy category I, condition I enclosed building, of.dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 FESS /lOj� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per QRS A. BO��F�c Table No. 16-B, UBC -97. ��.�5 h 4) Refer to girder(s) for truss to truss connections. % Z 5)' Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOADCASE(S) Standard N0. C66424A * EXP. 6-30-06 s'X CIVI\- ' grFOF CALIF • r January 3,2005 !® WARNWO • Ver jfy design parameter and READ NOTES ON Tffi9 AND INCLODED AUTE6: REFERENCE PAGE ffiF7473 BEFORE USE. 7777 Greenback Lane m Suite 1D9 - Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and blot an individual building component. Citrus Heights, CA, 95610�� Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobTty during construction is the responsibillity, of the " • erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Quality Criteria, DSB-89 m fobrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII and BCS11 Building component Safety Information avaBoble from Truss Plate Institute, 583 D'Onoldo Drive. Madison, VJI 53719. M ITek' Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS iii (loc) Udefl' PLATES GRIP TCLL R14744290 LOT -30 R31A COMMON 1 1 G-1 >999 M1120 185/148 TCDL 25.0 Lumber Increase Job Reference (optional) JUN U-0 01 t I.VMYVIVCry 10, nlrvblVWry ML, IVllxe DBGR a.uuu s Jun J cuua ivii I ex Inuuslnes, Inc. 1 nu Liec 3U 13;41:34 LUu4 rage l 0-0-0 6-1-12 13-0-0 20-0-0 - 6-1-12 6-104 7-" A 4x6 M1120 - D • Seale = 1:35.2 bxb MIIZu 11 Jx4 Mllzu 0.0-0 6-1-12 6-1-12 3x4 M1120 - ' 3x12 MII20 - 1x4 M1120 II , 13-0-0 6-10-4 3x4 M1120 II 0-" 20-0-0 7-" LOADING (psf) SPACING 2-0-0 CSI DEFL iii (loc) Udefl' PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.10 G-1 >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.21 G-1 >999 BCLL 0.0 Rep Stress Incr • ' YES WB 0.94 Horz(TL) 0.05 F n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Udefl = 360 Weight: 8611 LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 3-0-6 oc purlins, except end verticals. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 'Except' WEBS 1 Row at midpt C -G E -F 2 X 4 HFSPF No.2 ' SLIDER Left 2 X 4 HFSPF Stud/STD 3-2-3 r QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT • LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) A=1013/Mechanical, F=1013/0-3-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz A=112(load case 5) Max Uplift A=-448(toad case 10), F=-192(load case 13) Max Gray, A=15850oad case 7), F=1343(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-2080, B -C=-1936, C -D=-1200, D -E=-1202, E -F=-940 BOT CHORD A-1=1876, H-1=1876, G -H=1876, F -G=137 WEBS C-1=122, C -G=-863, D -G=99, E -G=981 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an FESS occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 QFtO /Q� per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not �1) q� exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 lV� �S N. 6Q& F� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per C, Table No. 16-B, UBC -97. > ' 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom N . C66424 A chord from 0-0-0 to 20-0-0 for 100.0 plf.. * EXP. 6-30 O6 6) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard �'� C10. 9�FOF CALIF January 3,2005 ® WARNING - 9er(fy deign parameter and READ NOTES ON TIES AND INCLUDED AUTER REFERENCE PAGE MU -7473 BEMRS USE. 7777 Greenbaek Lane Design valid for use only with MTek tonne=tors. This design is based only upon parameters shown, and 6 for an individual building component. Suite 109 Applicabilityof design proper incorporation P responsibility n9 9 9 9 Citrus Heights, CA 9561 g paramenters and o er into ration of component is res nsibli of build designer buss designer. Bracin shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Picte Institute. 583 D•Onofrio Drive. Madison, VA 53719. M iTek • Job Truss Truss Type Qty Ply CHAMPION/ OT 30 THE TRADITIONS Plates Increase 1.25 TC 0.63 TCDL 25.0 Lumber Increase 1.25 R14744291 LOT -30 R32 COMMON 3 1 10.0 Code UBC97/ANS195 (Matrix) LUMBER y Job Reference (optional) , JUN 510 01 t- GVM 14-11`11-N I J, III NV 12RIVI 11L, I'll IRC DeGR a.uuu s Jul] a cuw W.I. cn a luuaulca, Inc. I nu vcb Ju I J.Y LJV GV VY rgypul { 6-1-12 13-0-0 19-10-4 • 21-0-0 6-1-12 ' 6-104 6-104 1-1-12 • Scale = 1:37.1 A 4x6 M1120 - D 5X6 M1120 11 3x4 M1120 5 30 MII20 = 3x8 MII20 = i 3x4 MII20 = 1x4 M1120 II 0-A1i"1120 II 0-0-0 61-12 13-0-0 I 19-104 204-0 I 6-1-12 6-104 6.104 0-1-12 1-M ' LOADING (psf) SPACING 2-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.63 TCDL 25.0 Lumber Increase 1.25 BC 0.65 BCLL 0.0 Rep Stress Incr YES WB 0.97 BCDL 10.0 Code UBC97/ANS195 (Matrix) LUMBER y TOP CHORD 2 X 4 DFSYP No.2 BOT CHORD • 2 X 4 HFSPF No.2 WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 3-2-3 DEFL in (loc) - I/defl Vert(LL) -0.06 I -K >999 Vert(TL) -0.19. I -K >999 Horz(TL) 0.04 H • n/a 1st LC LL Min Vdefl = 360 PLATES GRIP M1120 185/148 Weight: 89 Ib BRACING TOP CHORD Sheathed or 4-3-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: G -H. REACTIONS (Ib/size) A=1010/Mechanical, H=1117/0-3-8 r Max Horz A=96(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A -B=-2072, B -C=-1929, C -D=1193, D -E=1196, E -F=-50, F -G=-73 BOT CHORD A -K=1869, J -K=1869, I -J=1869, H -I=118, G -H=-8 ' WEBS C -K=121, C-1=-864, D-1=101, E-1=993, E -H=-1219, F -H=291 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33; and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 4) Refer to girder(s) for truss to truss connections. 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard , ® WARMNO - Ver(fy design Parameters and READ NOTES oN Tivs AND fNCLODED m rER REFERENCE PADS Mw -7479 BEFORE OSE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of 'individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the erector.- Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding fabrication, clvarity, control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5a3 D'Onofrio Drive, Morison, VA 53719. oQ?,OFESS/pN� A- 80��F�c i N . C66424 A * EXP. 6-30-06 s1� CMV q�FCF CAUI January 3,2005 7777 Greenback Lane • Sults 109 Citrus Heights, CA, 956101�zff MiTekm Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 R14744292 LOT -30 R33 ROOF TRUSS 1 1 25.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.29 H -J >856 Job Reference (optional) bUN b l A l C Lluivlr'UNCIV 1 J, r%1Nl71vVM7 ML, IVIIRC ovum - J.VVV J 4.11 J GVVJ IVII I Gn IIIVUJll 1CJ, IIIV. I Ilu -A JV IJ.Y I.J/ GV VY rayG D-0-0 . . 0-0-0 5.1041 I 12-0-0 14-U I 21-0-0 I 5-10.4 6-1-12 2-0-0 7-0-0 Scale = 1:37.8 54 M1120 = 46 M1120 = D E 5x6 M1120 11 3x4 M1120 4 - 3x4 MII20 = 3x4 M1120 = 0-0-0 5x8 M1120 = 5.104 14-M 21-M 5-104 8-1-12 7-0-0 3x4 MII20 II 0-0.0 LOADING (psf) SPACING. 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.11 H -J >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.29 H -J >856 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.04 G n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 89 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 3-9-5 oc purlins, except end verticals. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 'Except D -J 2 X 4 HFSPF No.2, F -G 2 X 4 HFSPF No.2 SLIDER ' Left 2 X 4 HFSPF Stud/STD 3-0-6 REACTIONS (Ib/size) A=1064/Mechanical, G=1064/0-3-8 Max Horz A=96(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD A -B=-2237, B -C=-2162, C -D=2206, D -E=-1206, E -F=-1361, F -G=-993 BOT CHORD A -J=2021, I -J=1284, H-1=1284, G -H=186 WEBS C -J=-389, D -J=904, D -H=-201, E -H=36, F -H=1062 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. if porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with.any other live loads per . Table No. 16-B, UBC -97. 5) Refer to girder(s) for truss to truss connections. 6) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard r FESS/O N. BoXe no �rFOFCAI.IF�� January 3,2005 ® WARMNO • Ver(h design Parameter and READ NOTES ON TIDE AND DYCLUDED MlTEH REFERENCE PADS MU -7473 BEFORE USE. 7777 Greenback Lane m Suite 109 Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and u for an indvidual building component. Citrus Heights, CA, 95610_�� Applicability of design paromenters and proper incorporation of component 6 responsibility of building designer. not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, or the erector. Additionol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria. DSB•87 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, VA 53719. M iTek' Job Truss Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS , Plate Offsets (X,Y):[A:0-3-0,0-1-13],[D:0-4-0,0-1-4] LOADING (psf) SPACING 2-0-0 CSI R14744293 LOT -30 R34 ROOF TRUSS 1 1 M1120 185/148 TCDL 25.0 Lumber Increase . 1.25 BC 0.61 Vert(TL)• -0.14 I -K >999 Job,Reference (optional) • AUIV J I 0 1 r- t,Umrurvery 10, nuvu1v1M1'4 NG, Iv11Re DeuK D.000 5 JUH V cwO rvn i eR inausrnes, rnc. i nu uec ou I J:4 Eat) 4W4 rage 1 1 5-10A I 10-0-0 1 -0-p 16.0-0 I 21-0-0 I 5-10-4 4-7-12 0-6-0 5-0-0 5-0-0 Scale = 1:36.5 • 6x8 M1120 = ` 4x6 M1120 - D E 'A - 3x4 M1120 - 3x4 M1120 - 3x10 M1120 - 1x4 M1120 II 2x4 M1120 II y 0-" 0-" 5-10-4 10-6-0 16-" 21-0-0 5-10-0 4-7-12 5-6-0 5-0-0 Plate Offsets (X,Y):[A:0-3-0,0-1-13],[D:0-4-0,0-1-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.04 I -K >999 M1120 185/148 TCDL 25.0 Lumber Increase . 1.25 BC 0.61 Vert(TL)• -0.14 I -K >999 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.05 G n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 90 Ib LUMBER BRACING• TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-3-6 oc puffins, except end verticals. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD - SLIDER Left 2 X 4 HFSPF Stud/STD 3-0-6 REACTIONS (Ib/size) A=1064iMechanical, G=1064/0-3-8 Max Horz A=96(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A -B=-2188, B -C=-2077, C -D=-1672, D -E=-1144, E -F=-1267, F -G=-1009 BOT CHORD A -K=1970, J -K=1970, I -J=1970, H-1=1558, G -H=84 WEBS C -K=95, C -I=-463. D-1=312, E -H=-59, F -H=1151, D -H=-503 NOTES (6) ' 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. FESS QtZ� /QN 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per A BO(J��tC2C Table No. 16-13, UBC -97. 5) Refer to for truss to truss connections. girder(s) 6) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. COQ'P�CLS > LOAD CASE(S) Standard N . C66424 A * EXR 6-30-06 1ST C10. OF CALW . January 3,2005 - WARNING - Ver{jg design pnmmeran and READ NOTES ON 7ffiS AND INCLUDED ffiTEB'REFERENCB PROS 67D•7473 BEFORE USB., 7777 Greenback Lane �� m ign valid for use only with nuTek connectors. 7h5 design'¢ hasetl oNy upon parameters shown, and is for an intlividuol building component.Sults 7fabrication, 109plicabili CtlrusHeights, CA, 9561ty of desi n oromenters and ro er into oration of corn onent is res nsibii of buildi desi ner - not truss desi ner. Bracin shown 9 P P P P P Po ty nit 9 9 9 r lateral support of individual web members only. Additional temporary bracing to insure stability during construction 4 the responsibillity of thector. Additional permanent bracing at the overall structure is the responsibility of the building designer. For general guidance regarding quality control, storage, delivery, erection and bracing, consult ANSI/TN1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5B3 D'Onofdo Drive, Madison, WI 53719. MOW Job Truss Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS 1x4 M1120 II 0-0-0 R14744294 LOT -30 . R35 ROOF TRUSS 1 1 3.0.0 Plate Offsets (X,Y): [A:0-3-0,0-1-131 LOADING (psf) Job Reference (optional) JUIV J 1 h I C I.VIVIrVIV CIV I J, r�I1VVIVUIIV ISL, IVIIRC CC[:R 0-0-0 5-10 4 y 10$-0 5-104 4-7-12 U.VVV J JUII V LUUJ IVII IVR IIIVUblllab, I[ 1U. I IIV IJCI: JV IJ.%I.%U LVV4 rays I 0-M 13-0-0 I 18-0-0 I 21-0-0 2-6-0 5-0-0 3-M Scale = 1:38.5 40 M1120 = D 4x4 M1120 0 z 4 N bXb MIILU II JX4 MIILU M:�v . 3x4 M1120 = 3x8 M1120 - 3x10 M1120 - 1x4 M1120 II 1x4 M1120 II 0-0-0 0-" 5-3-0 10-6-0 18-0-0 21-0-0 5-3-0 5-3-0 7-0-0 3.0.0 Plate Offsets (X,Y): [A:0-3-0,0-1-131 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase . 1.25 TC 0.33 Vert(LL) -0.09 I -J >999- M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.23 I -J >999 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.06 H n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 901b LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-3-11 oc purlins, except end verticals. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 3-0-6 REACTIONS (Ib/size) A=1064/Mechanical, H=1064/0-3-8 Max Horz A=96(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A -B=-2189, B -C=-2080, C -D=-1623, D -E=-1592, E -F=-962, F -G=-1039, G -H=-1051 BOT CHORD . A -L=1973, K -L=1973, J -K=1973, 1-J=1726, H-1=14 . WEBS C -L=83, C -J=546, D -J=670, E -J=-379, E-1=-901, F-1=-61, G-1=1157 . NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. ?,()FESS/ �� t7� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Q t`1)-4/ S A. BD Table No. 16-B, UBC -97. � & 2C 5) Refer to girder(s) for truss to truss connections. 6) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard - N . C66424 A * EXP.6-30-06 isr CiVI\- OFCAI IE�EL • January 3,2005 rame A WARNINO • Verib design paters and READ !VOTES ON THIS AND INCLUDED BUTER REFERENCE PADS MU -7473 BEFORE USE. 7777 Greenback Lane � � Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 09 Suite He Citrus Heights, CA, 95610 Applicabilityof design aramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 9 P P P rPo P Po N 99 9 �. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quority control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DS5-89 and BCS11 Building Component • MiTek Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive. Matl¢on, N 53719. - y Job Truss Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS , R14744295 LOT -30 R36 ROOF TRUSS 1 1 N Job Reference (optional) JUN J I H 1 t IiVIVIYVIVCN 1 J, n11VUIvkAly MG, IVIIRC DCI:R a•vvv a �mr a cw.. ..,,, cn u,uuau, ,,... n,u vc., w ,r., ..�, wv� 0-0-0 0-0 0 5-10-0 10-6-0 15-0-0 20-0-0 21-0-0 5-104 4-7-12 4-6.0 5-0-0 1-M Scale = 1:38.8 • , 4x6 M1120 D • - 4 4.00 (T2- 3x4 M1120 • C 4x6 M1120 = E , 4x6 M1120 F 3x6 MI120 G , B , 4 A N 3x4 M1120 5 5x6 M1120 11 3x4 M1120 Z L K • , • _ ... • 3x4 101120 = 3x8 M1120 = I 400 MI120 = 1x4101120 II 1.5x4 M1120 II 0-0-0 a N 0.0-0 5-3-0 10-6-0 20-0-0 21-M 5-3-0 5-3-0 9.6-0 1-0-0 Plate Offsets (X,Y): [A:0-3-0,0-1-13] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.17 1-J >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.40 I -J >623 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.07 H n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 89 Ib LUMBERBRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-3-8 oc purlins, except end verticals. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF SIud/STD 3-0-6 REACTIONS (Ib/size) A=1064/Mechanical, H=1064/0-3-8 Max Horz A=96(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A -B=-2183, B -C=-2073, C -D=-1640, D -E=-1640, E -F=-538, F -G=-540, G -H=-1156 BOT CHORD A -L=1966, K -L=1966, J -K=1966, 1-J=1894, H-1=25 WEBS C -L=72, C -J=-516, D-J=596,`E-J=-441, E-1=-1509, F-1-227, G-1=1219 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not, •QRpF exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide drainage to water ESS/ON adequate prevent ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per A• B0��F2c Table No. 16-B, UBC 97. 5) Refer to girder(s) for truss to truss connections. COS > 6) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOADCASE(S) Standard N0. C66424 A * EXP. 6-30-06 CIVIC q�FOF, CA1.I • January 3,2005 ® WARNMO • Vertjy design parameters and READ N01•EB ONTB7S AND lNcLuDED nn7'ER REFmwNcz PADS MU -7473 BEFORE DS& 7777 Greenback Lane m Suite 109 Design valid for use only with m1ek connectors. This design is based only upon parameters shown, and is for an individual building component. is building designer- truss designer. Bracing Citrus Heights, CA, 95610��0 Applicability of design paromenters and proper incorporation of component responsibility of not shown is for lateral support of individual web members only. Additional temporary broking to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSIM11 Quality Criteria, DSB-89 and BCSII Building Component • M iT@4 Safety Information available from Truss Plate Institute, 583 D'Onoldo Drive. Madison, wl 53719. Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS 5-2-15 4-7-5 ' 1.3-8 5-10.4 4-" Plate Offsets (X Y): [A:0-2-8 0-2-9] [D:0-3-0,0-2-11] [E:0S0,0-1-111, [G:0-10-4,0-2-0], [K:0-2-12,0-3-0] R14744296 LOT -30 R37 DROP TC HIP 1 1 PLATES GRIP TCLL 16.0 Plates Increase 1.25 " TC 0.81 Vert(LL) -0.17 A -L >999 Job Reference (optional) SUN STATE COMPONENTS, KINUMAN AL o.uuu a r-eo o tuna MI I eK mausirles, Inc. mon aan ua uo:crwo tuua rage I 5-2-15 10-0-0 11-0.0 17-0-0 21-0-0 5.2-15 4-9-1 1-" 6-0-0 4-0411 • scale - 1:36.6 6z6 = 5:12 = ' ® WARNING - Ver(ig design Parameters and READ N07ES ON TNISS AND INCLUDED AUTEK REFERENCE PADS AM 7473 BEFORE USE. 7777 Greenback Lane - Design valid for use only with Mlek connectors. Thisdesign is based only upon parameters shown, and 4 for an individual building component. Sults 109 "; f � Applicabilityof design aromenters and proper incorporation of component is res onsibli of building designer - not truss designer. Brocin shown Citrus Heights, CA, 95610 9 P P P ty 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction rs the resporuibillity of the erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-99 and BCSI1 Building Component M iTek� Safety Information available from Truss Plate Institute, 5113 D'Onofdo Drive, Madison, col 53719. - five II 3x4 — 5.8 — 4.4 11 5-2-15 . 9-10 4 11-142 17-0-0 21-6-0 5-2-15 4-7-5 ' 1.3-8 5-10.4 4-" Plate Offsets (X Y): [A:0-2-8 0-2-9] [D:0-3-0,0-2-11] [E:0S0,0-1-111, [G:0-10-4,0-2-0], [K:0-2-12,0-3-0] LOADING (psf) SPACING 2-" CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 " TC 0.81 Vert(LL) -0.17 A -L >999 M1120 185/148 TCDL . 25.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.39 A -L >634 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.06 1 n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Udefl = 360 Weight: 102 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 2-5-11 oc purlins, except end verticals. (P) BOT CHORD " 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 'Except- ExceptH-1 H-12 X 4 DFSYP No.2, F -J 2 X 8 OF No.2, H -J 2 X 4 HFSPF No.2 SLIDER Left 2 X 4 HFSPF Stud/STD 2-8-1 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size A=1064/0-3-8, 1=1064/0-3-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max,Horz A=l 10(load case 12) Max Uplift A=-271 (load case 10), 1=-75(load case 13) Max Grav A=1471 (load case 7), 1=1293(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-2191, B -C=-2112, C -D=1747, D -E=1632, E -F=1702, G -H=-3286, H-1=-928, G -J=-730, F -G=-719 BOT CHORD A -M=1973, L -M=1973, K -L=1597, J -K=2458, J -N=451, I -N=451 WEBS D -L=293, E -K=105, C -L=396, D -K=102, G -K=846, E -G=-72, H -J=2922 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantileversFESS �0�91 exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate �OQRCt A- 800 grip increase is 1.33 Provide drainage to water Q' S <`i" 3) adequate prevent ponding. live loads Table No. C, �� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other per 16-B, �Q -Z y UBC -97. 5) This truss has been designed for a total drag load of 2000 lb. Contract truss to resist drag loads along bottom chord from 0-M o N 0.'C66424 � to 1-6-0, 19-6-0 to 21-M for 666.7 plf. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. * EXP. 6-30-06 7) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard �X C(V(\' C1�P � q�FOF cm-\ January.. 3,2005. ® WARNING - Ver(ig design Parameters and READ N07ES ON TNISS AND INCLUDED AUTEK REFERENCE PADS AM 7473 BEFORE USE. 7777 Greenback Lane - Design valid for use only with Mlek connectors. Thisdesign is based only upon parameters shown, and 4 for an individual building component. Sults 109 "; f � Applicabilityof design aromenters and proper incorporation of component is res onsibli of building designer - not truss designer. Brocin shown Citrus Heights, CA, 95610 9 P P P ty 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction rs the resporuibillity of the erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-99 and BCSI1 Building Component M iTek� Safety Information available from Truss Plate Institute, 5113 D'Onofdo Drive, Madison, col 53719. - Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS 54-8 2-5-12 5-3-8 2-5-12 54$ LOADING (psf) R14744297 LOT -30 R38 DROP TC HIP 1 TCLL 16.0 Plates Increase 1:25 TC 0.79 Vert(LL) 0.07 G-1' >999 M1120 185/144 TCDL 25.0 Job Reference (optional) . aUIV J I o-0� VIVIrV1V CIV I J, 1�IIV VIVIMIV I1L, IVIIRtl Dtl[:R f 54$ a 2-7-8 4.00 D.uvu b Jull a euva IVII I CR IfluuStout-, inu. I flu UeG au 1,3:4 1:44 LUu4 rage I a 0-0-0 13-0-0 15-7-8, I 21-0-0 5-0-0 2-7-8 5.4.8 Scale = 1:38.5 s • 6x6 M1120 - ` • , 4x4 M1120 - C n 4x6 MII20 - k n v Y 3x4 M1120 - 4x6 M1120 - 3x8 M1120 0-0-0 0-0-0 54-8 Z 7-104 13-1-12 15-7-8 21-0-0 54-8 2-5-12 5-3-8 2-5-12 54$ LOADING (psf) SPACING 2-0-0 CSI DEFL in r(Ioc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1:25 TC 0.79 Vert(LL) 0.07 G-1' >999 M1120 185/144 TCDL 25.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.21 G-1 >999 BCLL 0.0 Rep Stress Incr 'NO WB 0.34 Horz(TL) 0.05 F n/a r BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight:174 Ib LUMBER BRACING • TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 5-44 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD REACTIONS (Ib/size) A=2328/0-3-8; F=2328/0-3-8 Max Horz A=13(load case 3)' i FORCES (lb) - First Load Case Only TOP CHORD A -B=-5626, B -C=-5601, C -D=-5262, D -E=-5596, E -F=-5624 BOT CHORD A-1=5145, H-1=5267, G -H=5267, F -G=5144 WEBS C-1=1206, D -G=1206, B-1=230, C -G=-5, E -G=226 NOTES (8) 1) 2 -ply truss to be connected together with 0.131'x3° Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected'as follows: 2 X 6 - 2 rows at 0-8-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are notFESS /C�/q� exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 to PRO N. BO�� 4) Provide adequate drainage prevent water ponding. .5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per , Table No. 16-13, UBC -97. CO 6). Girder carries hip end with 8-0-0 end setback • 7) Special hanger(s) or connection(s) required to support concentrated load(s) 884.Olb down at 13-0-0, and Q NO. A 066424 884.Olb down at 8-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. * EXP. 6-30-06 8) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard CIVI1- \Q rOFCAUF 2 Continued on page January 3,2005 ® WARNING • VerUg design parametem and READ NOTES ON TWS AND INCLUDED IIUTEB REFERENCE PADS MO -7473 BEFORE USE. 7777 Greenback Lane De{Ign valid for use only with MTek connectors. This design 4 based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610 C0 r Applicability g paromentwe and proper into rattan of component k res Applicabili of design incorporation p responsibility of building designer - not truss designer. Bracing shown rs for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the ' �� erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Dually Criteria, DSB-89 and BCSII Building Component • MiTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, N 53719. Job Truss Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS - . ' ; R14744297 LOT -30 R38 ° DROP TC HIP 1 Job Reference (optional) SUNS 1 A I t I:VMNIJ"I:N I S, RINI.dMAN AL, MiKe DeCK r „ V.000 5 Jun ? GUVJ IVII I•UK 111UU5In65, Inc. I llU lJUG'av 10.4 1.99 GV V4 rdge c 1 LOAD CASE(S) Standard 1) Regular, Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads,(plf) i Vert: A -C=-82.0, C -D=-120.0, D=F=-82.0,-A-1=-20.0, G -I=-130.5, F -G=-20.0 ! Concentrated Loads (lb) r Vert: 1=-884.0 G=-884.0 ' '! ♦ . t i MUM k y � , t _ . 1 • .hf y 7erector WARMNO - Ver(igr design pannmetera and READ NOTES ON Tffi8 AND INCLVD&D KUTES REMMENCB PADS AM -7473 EEPORS US& 7777 Greenback Laneesign valid for use only with M'Tek connectors. Thus design is based only upon parameters shown, and is for on individual building component. Suite 109 Iicabi6 of des' n oromenters antl ro er inc oration of coin onent it res Citrus Heights, CA, 95610.rpp' ty 1g p p p orp p g to i sur of building designer- not buss designer. Bracing shown for loteral support of individual web members only. Atlditional temporary bracing to insure stability during coruhuction is the responsibilrity of the. Additional permanent bracing of the overall structure a the responsibility, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1`1`11 Quality Criteria, DSB-89 and BCSII Building Component, - lb Safety Information available from Truss Plate Institute, 583 D'Onoldo Drive, Madison, wl 53719. " - , , M!Tek Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS PLATES GRIP TCLL 16:0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.05 F -G >999 R14744298 LOT -30 R39 COMMON 6 1 BCLL 0.0 Rep Stress•Incr NO WB 0.44 Horz(TL) 0.03 E n/a BCDL 10.0 Job Reference (optional) ' . . JVIV ,7I I*UQIt,VIVIrVIVCIV I J, rVIVVN""" , HL"KU OU"K U.UUV J Jull U LUVJ 11111 1 Cn IIIUVJIllub, II IV. I flu uCU ou 1,1.4 1.4;j Luu% rdye I V 0-0-0 0-10-13 6-0-0 11-14 15-9-0 0-10-13 5-1-3 5-1-3 4-7-13 Scale = 1:28.0 4x6 M1120 c - ' 4.00 12 B , 5x 1.�X& V1120 11 3x4 M1120 = 3x4 M1120 = _ 5x6 M1120 11 0-0-0 2-7-3 94-13 15.9-0 2-7-3 6-9-10 64-3, dl d Plate Offsets (X,Y): (E:0-4-5,0-051 LOADING (psf) ., SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 16:0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.05 F -G >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.20 F -G >959 BCLL 0.0 Rep Stress•Incr NO WB 0.44 Horz(TL) 0.03 E n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 63 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-7-2 oc purlins, except end verticals. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 'Except ' A -H 2 X 4 HFSPF No.2 SLIDER Right 2 X 4 HFSPF Stud/STD 2-5-0 REACTIONS (Ib/size) H=926/0-3-8, E=851 /Mechanical Max Horz H=14(load case 3) FORCES (lb)Y-'First Load Case Only TOP CHORD A -B=-851, B -C=1417, C -D=-1580, D -E=1659, A -H=-919 BOT CHORD G -H=113, F -G=958, E -F=1461 WEBS A -G=769, B -G=-293, B -F=524; C -F=-248 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not F ESS �� exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 09 3) This truss has been designed fog a 10.0 psf bottom chord live load nonconcurrent with any other live loads per . • �� A. 8�1✓ !�2 Table No. 16-B, UBC -97. �S � 4) Refer to girder(s) for truss to truss connections. 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. >2� LOAD CASE(S) Standard N C66424A 1) Regular: Lumber increase=1.25, Plate Increase=1.25 . EXP. 6-30 06 Uniform Loads (plo , * Vert: F -H=-40.0, E -F=-20.0, A -B=-82.0, B -E=-82.0 • �'� CI0. gTFOF CAI.I • January 3,2005 WARN11rO - Ver yjr design parameters and READ NOTES ON Tins AND INCLUDED MITER REFERENCE PADS MII-7473 BEFORE USE Design valid for use only with MfTek connectors. This design 4 based only upoKparometers shown, and is for on individual building component. 7777 Greenback Lane m Suite 109 Citrus Heights, CA, 95610�� ' Applicability of design oromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown APP N 9 P P P rPo P Po ty 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding fotxication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCS11 Building Component • MiTek"" Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W1 53719. *- Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS 2-7-3 941-13 15-9-0 2-7-3 6-9-10 R14744299 LOT -30 R39A • COMMON 1 1 SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL . 16.0 Job Reference (optional) JUN "DWA14ILc I,VIVIr-UNCIV 10, r%11V VIvu-um M , IvI1nC 0-0-0 40 r- 0-10-13 6-0-0 11-1-0 15.9.0 0-10-13 5-1-3 5-1-3 4-7-13 Scale = 127.8 4x6 M1120 - 4.00 12 B 7d$%120 If 44 M1120 = 3x4 M1120 = 54 M1120 11 S 0-0-0 2-7-3 941-13 15-9-0 2-7-3 6-9-10 641-3 Plate Offsets (X,Y): [E:0-4-5,0-0-5) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL . 16.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.08 F -G >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.21 F -G >912 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.05 E n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 66 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 3-2-12 oc purlins, except end verticals. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 4$1 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 'Except j A -H 2 X 4 HFSPF No.2 SLIDER Right 2 X 4 HFSPF Stud/STD 2-5-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) H=926/0-3-8, E=851 /Mechanical SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz H=1082(load case 11) Max Uplift H=-121(load case 10), E=A27(load case 13) Max Grav H=1285(load case 7), E=1432(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-850, B -C=-1417, C -D=-1581, D -E=-1660, A -H=-915 BOT CHORD G -H=118, G-1=937, F-1=937, E -F=1462 WEBS A -G=762, B -G=-293, B -F=524, C -F=-250 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. + 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 FES$/ O�q occupancy category per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not Q�0 CJ A B� exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 (/ 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per ��IVP� ((( , Table No. 16-B, UBC -97. > �� 4) Refer to girder(s) for truss to truss connections. c_ 5) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom No. C66424 Y/A chord from 0-0-0 to 9-6-0 for 210.5 plf. * EXP. 6-30-06 6) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard t LPN CIVIC. q�FCF Continued on page 2 CAO • January 3,2005 - Vcr{/y design parameters and READ NOTES ON Tffi AND INCLUDED MTEE REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Laner Sithe 109 use only with m7ek connectors. This designis based only upon parameters shown, and is for an individual building component. 7erector. CiWs Heights, CA 95610--- f desi n paramenters and ro er incorporation of cora onent is res onsibili of buildin desi ner - not truss desi ner. Bracin shown 9 P P P P N 9 9 9 9 of individual web members only. Addtional temporary bracing to insure stability during conshuction 6 the responsibillity of the ��pport Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, VA 53719. 4m MOW* Job Truss Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS R14744299 LOT -30 R39A COMMON 1 1 a Job Reference (optional) • SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Dec 30 13:41:47 2004 Page 2 i LOAD CASE(S) Standard 1), Regular. Lumber Increase=1.25, Plate Increase=1.25 a Uniform Loads (plf) t M Vert: F -H=-40.0, E -F=-20.0; A -B=-82.0, B -E=-82.0 , ' y- • .. SIF r • • ' "lam •� + 1 • ry 1 ` 4 t. 7Design� ND7O • VerVy design pamrneten and READNOTES ON Tms AND DYCLUDED Mr7'EE REFERENCE PADS MU -7473 =MRS USE. 7777 Greenback Lanerid for use onl with MTek connectors. This desi n is based onl u n arameters shown, and is for an individual buildin com nent. Suite 109 Y 9 Y Po P 9 Po �vr ility of design paramenters and proper incorporation of component is responsibiliy of building designer • not truss designer. Brocing'shownCIWs Heights, CA, 95610ral support of individual web members only. Additional temporary bracing to insure stabiliy during construction B the responsibilliy of the��Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and brocing. consult ANSI/TPll Cluality Criteria, DSB•B9 and BCSI1 Building Component 1 ®' Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. MiTek • Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase R14744300 LOT -30 R40 COMMON 1 1 25.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.15 F -G >999 Job Reference (optional) our',JW1WikC liV1VIrV1V CIV I J, "'V IVIMI\ 0-0-0 590 10-10.5 15-6.0 5-9-0 5-1.5 4-7-11 Scale = 1:27.4 4x6 M1120 - 4) 4.00 12 B 2ft*120 11 3x4 M1120 - 3x4 M1120 = 5x6 MI120 11 0-" 24-3 9-1-13 15.6-0 24-3 6-9-10 64.3 1d69 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.84 Vert(LL) -0.08 F -G >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.15 F -G >999 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.05 -E n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Udefl = 360 Weight: 65 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 3-6-8 oc purlins, except end verticals. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-1 oc bracing. WEBS 2 X 4 HFSPF Stud/STD SLIDER Right 2 X 4 HFSPF Stud/STD 2-4-15 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS (Ib/size) 'H=783/0-3- 8, E=783/Mechanical LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Horz H=1134(load case 11) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift H=-250(load case 10), E=-496(load case 13) Max Grav H=1139(load case 7), E=1375(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-648, B -C=-1229, C -D=-1406, D -E=-1479, A -H=768 BOT CHORD G -H=105, G-1=803, F-1=803, E -F=1303 WEBS A -G=579, B -G=-372, B -F=456, C -F=-281 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 9-6-0 for 210.5 plf. 6) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard ® WARNING - Veryk design parameters end READ NOTFS ON IMS AND DrCWDED WTER REFRIWAME PAGE Mi( 7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult. ANSI/TPII Quality Criteria, DSB-B9 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D•Onofdo Drive, Madison, wl 53719. O9RpFESS/ON9 S N. B0(/ < —Z �� 2 N C66424 *� XP. 6-30-0 �* s1p CIV1� �P \CF CA1.1F��/ January 3,2005 7777 Greenback Lane �s�• Sults 109 Citrus Heights, CA, 95610 r M I MiTekm Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS . 15-9-0 5-1-3 5-1-3 R14744301 LOT -30 R41 COMMON 8 1 . Scale = 1:27.8 s. 4x6101120 Job Reference (optional) JUIV JIIfrUQJ I,VIVIt"VIYCIYIJ,•f\IIYVIVI/'11Y /"1L, rVrrnG �Gl.n VJYu„ VLVVV:v,iicn ,,,uu�u,GJ• ,V. ,,,u L/GV JV rJ.Y r.YJ GVVY raa�G 1 J. 0-0-0 p-7-13 5 9-0 10-10-3 15-9-0 5-1-3 5-1-3 4-10.13 I Scale = 1:27.8 s. 4x6101120 4.00.12 4x6 M1120 B • ` 1x4 M1120 C - A D E 199 Ll Li • G ' 1.1120 'il 3_x4 M1120 - F 3x4 M1120 = 3x4 M1120 S 46 . 1z I M1120 II' 0-M 2A-3 9-1-13 15-9-0 2-4-3 6.9-10 6.7-3 Plate Offsets (X,Y): [E:0-3-9,0-2-5] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.85r Vert(LL) -0.05 -F-G >999 M1120 185/148 TCDL 25.0 Lumber Increase • 1.25 BC 0.51 Vert(TL) -0.13 FIG >999 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.03 E n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well = 360 Weight: 63 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 5-2-8 oc purlins, except end verticals. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD ' Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD' SLIDER Right 2 X 4 HFSPF Stud/STD 2-6-4 ,REACTIONS . (Ib/size) H=796/0-3-8, E=796/0-3-8 Max Horz H=14(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -B=-659, B -C=-1285, C -D=-1429, D -E=-1544, A -H=-782 BOT CHORD G -H=103, F -G=821, E -F=1381 WEBS A -G=595, B -G=-386, B -F=505, C -F=-321 NOTES (4) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from humcane'oceanline, on an occupancy Category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or Cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf Bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction_ LOAD CASE(S) Standard ® WARNMO - Vert(g design parameters and READ NOTES ON T= AND INCLUDED WTER REFERENCE PADS MU -7473 BEFORE USS. Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 4 the responsibillity, of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate institute, 583 D'Onofrio Drive. Madison, W9 53719. OQ?,pFESS/p�� SO N . C66424 A * EXP. 6-30-06 CIVIC FOF CA1.1 January 3,2005 7777 Greenback Lane r_r_m Suite 109 . Citrus Heights, CA, 95610100` MiTek� Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS' 6-0.11 6-9-10 6-7-3 Plate Offsets (X,Y): [A:0-3-8,Edge),[G:0-3-5,0-2-13] R14744302 LOT -30 R42 COMMON 1 1 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.08 H -J ." >999 Job Reference (optional) aury a0 -0 -or- IAAVIr-UNCIV 10, MINU.IVIMIV rpt., IVIIRe DUE A 4-4-5 I 9-5-8 4-0-5 5-1-3 d6i D.VVV S Jun V tuw 1Vu I eR MUWAIM5, Inc. 1 nu uec ou Ij:vT:OT cuuv rage 1 0-0-0 c 14-6-11 19-5-8 5-1-3" 4-10-13 4x6 M1120 - D Scale = 1:34.0 3x4 M1120 - . 3x4 M1120 = 3x4 M1120 - - I2 0-0-0 0-0-0 6-0-11 12-10-5 _ 19.5-8 6-0.11 6-9-10 6-7-3 Plate Offsets (X,Y): [A:0-3-8,Edge),[G:0-3-5,0-2-13] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.08 H -J ." >999 M1120 185/144 TCDL 25.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.21 H -J >999 BCLL •0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.07 G We BCDL 10.0 Code UBC97/ANSI95 (Matrix) . 1st LC LL Min Vdefl = 360 Weight: 78 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 2-11-15 oc purlins. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. WEBS 2 X 4HFSPF Stud/STD SLIDER Left 2 X 6 SPF 1650F 1.5E 2-0-1, Right 2 X 4 HFSPF Stud/STD 2-64 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) A=992/0-3-8, G=992/0-3-8 Max Horz A=-36(load case 13) ' Max Uplift A=-290(load case 10), G=-291 (load case 13) ' Max Grav A=1410(load case 7), G=1410(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-1902, B -C=-1829, C -D=1687, D -E=-1806, E -F=-1979, F -G=-2052 BOT CHORD A -J=1670, 1-J=1356, H-1=1356, G -H=1842 q" WEBS C -J=-157, D -J=307, D -H=450, E -H=-267 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) ,This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 FESS In per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not is 1.33, increase is 1.33 Q�0 (�O 4� Q-��5 A' Boo Y'<" exposed to wind. The lumber DOL increase and the plate grip ) 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. —CD 4) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom Inti �A chord from 0-6-8 to 6-6-8 for 333.3 plf. f N C66424 5) Loads,'spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. . EXP. 6-30-06 * LOAD CASE(S) Standard S'X C10- 4?FGF CA`LW January 3,2005 A WARNING - Verb design jparaneten and READ NOTES ON THIS AND INCLUDED WTEE REFERENCE PADS AM -7473 BEPORS VSE. 7777 Greenback Lane ��m Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610^- Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown — is for lateral support of individual web members only. Additional temporary bracing to insure stabTty, during construction is the responsibillily, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �� fabrication, quality control," storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSII Building Component m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. MiTek Job Truss o Truss Type Ory Ply CHAMPION/LOT 30 THE TRADITIONS 4-7-5 9-5-8 14-3-11 R14744303 LOT -30 R43 COMMON 1 Plate Offsets (X,Y): [A:0-0-1,0.2-4), [G:0-0-12,0-2-0] LOADING (psf) SPACING 2-0-0 CSI Job Reference (optional) SUN $ToNTE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Dec 30 13:41:52 2004' Page 1 0-" 4-7-5 9.5-8 14-3-11 19-5-8 4.7-5 4-10-3 4-10.3 5.1-13 Scale = 1:33.7 4x6 M1120 = D 5x8 M1120 _ - 2x4 M1120 II 3xB MII20 = 4x6 M1120 = 5x10 MUZu c 2x4 M1120 II 0-0-0 4-7-5 9-5-8 14-3-11 19.5.8 .4-7-5 4-10-3 4-10-3 5-1.13 Plate Offsets (X,Y): [A:0-0-1,0.2-4), [G:0-0-12,0-2-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.04 J -K >999 M1120 185/144 TCDL 25.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.16 J -K >999 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.05 G n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Vdefl = 360 Weight: 176 Ib LUMBER BRACING , TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-5-13 oc purlins. BOT CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD , SLIDER Left 2 X 4 HFSPF Stud/STD 2-5-11, Right 2 X 4 HFSPF Stud/STD 2-8-7 C7 REACTIONS (Ib/size) A=2684/0-3-8, G=2672/0-3-8 Max Horz A=17(load case 3) FORCES (lb) - First Load Case Only . TOP CHORD A -B=-5201, B -C=-5130, C -L=-4366, D;L=-4317, D -M=-4196, E -M=-4370, E -F=-5456, F -G=-5540 BOT CHORD A -K=4759, J -K=4759, I -J=5104, H-1=5104, G -H=5104 WEBS C -K=503, D -J=1683, E -J=-1077, E -H=625, C -J=-703 x. NOTES (5) 1) 2 -ply truss to be connected together with 0.1 31 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, ,100 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE,7-93 per UBC97/ANSI95 If end verticals or -cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25; Plate Increase=1.25 Continued on page 2 ® WARNING - Ver(fq design parameters and P=D NGTES GN TSIs AND INCLUDED ABTEE R&FmwNcs PAGE AW -7473 BBFORE USB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSIt Building Component Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison, wl 53719. OQROFESSlpN9 , g A. BpOc NiC66424 A * EXP.6-30-06 S1T CIVIL. grFCF CAILVF January 3,2005 7777 Greenback Lane Suite 109 Citrus Heights, CA 10 e ,sss � " MOW Job,, Truss Truss Type Qty Ply .CHAMPION LOT 30 THE TRADITIONS - � ' - 814744303 LOT -30 843 COMMON 1 2 - w ` • Job Reference (optional) ' SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5:000 s un 9 2003 MiTek Industries, Inc. Thu Dec 30 13:41:52 2004 Page 2 t LOAD CASE(S) Standard Uniform Loads (plf) Vert: A -G= -165.6,'A -L=-82.0, D -L=197.0, D -M=-197.0; G -M=82.0 .. - - WAWARN NG - Verth design parameters and READ NOTES ON TEIS AND f'NCLUDED ADTER REFERSNC3 PAGE A�•7473 BBPORB USB. 7777 Greenback Lane , Design valid for use only with IYb1ek connectors. This design is based only upon parameters shown. and is loran individual building component. Suits 109 Citrus Heights, CA; 95610�� IicabiG of desi n aramenters and o er into ration of tom Hent is res nsibBi of buHdi deli Her- not huss desi Her. &ocin shown APP N 9 P proper Po responsibility n9 9 9 9 • . is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the resporuibkillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component • M Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, VA 53719. iTek Job,, Truss Truss Type Qty Ply .CHAMPION LOT 30 THE TRADITIONS - � ' - 814744303 LOT -30 843 COMMON 1 2 - w ` • Job Reference (optional) ' 1 Job, Truss * Truss Type City Ply CHAMPION/LOT 30 THE TRADITIONS _ Scale= 129.0 , * _ I R14744304 LOT -30 R44 COMMON 1 ' 2 ' vl, t+1 4x4 M1120 a B D ~ A Job_Reference (optional) • AVIV .1IAI C 1✓V Mt'VIV CIV 1 v1, AINUIVINIV /iL, Iv11Ke DCGK - - U.VVV b 4ull V LVUJ Ivll l CK Ifluub lub. Ifni. I llu UU6 ov IJ.Y 1.00 LVVY rays 1 V -u -u 0-0.0 4-3-5 8-3-0 '" 12-2-11 16-6-0 i 4-3.5 3-11-11 . ' x 3-11-11 x 4-3-5 _ Scale= 129.0 , * _ I • . , '" 4x4 M1120' ' 'C 4.00 12 4x4 MI120 i:� vl, t+1 4x4 M1120 a B D ~ A 1 E Li h H G y F 5x6 M1120 = 3x8 M1120 11 10x10 M1120 = 5x6 M1120 = 3x8 M1120 , 11 ' 5x6 MII20 • 0-0-0 0-0-0 4-3.5 8-3-0 12-2-11 16-6-0 4-3-5 3-11-11 3-11-11 43-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase -, 1.25 TC 0.73 Vert(LL) -0.01 H >999 MII20 185/144 TCDL • 25.0 Lumber Increase'. 1.25 BC 0.79. Vert(TL) -0.20 H -I >963 BCLL 0.0 Rep Stress Incr NO WB 0:94 Horz(TL) 0.06 • • E n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360 Weight: 138111 LUMBER BRACING' TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-3-8 oc purlins. BOT CHORD 2 X 6 SPF 1656F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD - REACTIONS (Ib/size) A=4052/0-3-8, E=4052/0-3-8 ` Max Horz A=14(load case 3) a FORCES (lb) - First Load Case Only r TOP CHORD A -B=-8053, B -C=-6010, C -D=-6010, D -E=-8053 BOT CHORD A-1=7397, H-1=7397, G -H=7397, F -G=7397, E -F=7397 WEBS B-1=1604, C -H=3382, D -F=1604, B -H=-1876, D -H=-1876 ' NOTES (5) 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected'as follows: 2 X 6 - 2 rows at 0.9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of *dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not FESS! ()FESS/() exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 10.0 live loads PR PA.'80(/� 4) This truss has been designed fora psf bottom chord live load nonconcurrenCwith any other per Fac Table No. 16-B, UBC -97. 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Goveming Jurisdiction. LOAD CASE(S) Standard NO. C66424 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) * EXP. 6-30-06 Vert: A -E=-418.0, A -C=-82.0, C -E=-82.0 ' " S'X CIVIL SNP q�ECF CAL\\ • r - January 3,2005 " ® WARNING - Ver(ftj design parameters and READ NOTES ON TMS AND B9CLUDED BDTEK REFERENCE pAOE jW.7473 BEFORE USE. 7777 Greenback Lane Vr® Suite 109 Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. y Citrus Heights, CA; 95610 Applicability of design paromenters and proper incorporation of component is responsibility of buildng designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 4 the responsibility of the erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll, Quality Criteria, DSB-89 and BCSIt Building Component Safety Information available from Truss Plate Institute, 5153 D'Onobio Drive. Madison, WI 53719. - M iTek Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS TCLL 16.0,- Plates Increase 1.25 TCDL 25.0 R14744305 LOT -30 R45 COMMON 5 1 Code UBC97/ANSI95 LUMBER Weight: 62 Ib TOP CHORD . 2 X 4 DFSYP No.2 BOT CHORD 2 X 4 HFSPF No.2 Job Reference (optional) JUIV JI NI C nJV1VIrVIV CIV 1 J, I�IIVVIVIMIV M ' `—u DCIiR J.VVV J JUII a <VVJ Ivll I cn nwuau;oa, IIIV. I IIU VGU JV IJ.Y I.JiI GV VY rayc I U—VV 0-0-0 4-2-0 8-3-0 i 124-0 16 6-0 4-2-0 4-1-0 4.1-0 4-2-0 Scale = 1:28.8 4x6 M1120 D 4x6 M1120 11 0-0-0 0 3x4 M1120 = CSI TC 0.30 BC 0.46 WB 0.21 (Matrix) 3x4 M1120 - 3x4 M1120 - 46 M1120 11 0-" 11-0-13 5-5.3 Plate Offsets (X,Y): [A:0 -3-0,0-1-13),[G:0-3-13,0-1 LOADING (psf) SPACING 2-0-0 TCLL 16.0,- Plates Increase 1.25 TCDL 25.0 Lumber Increase • 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER Weight: 62 Ib TOP CHORD . 2 X 4 DFSYP No.2 BOT CHORD 2 X 4 HFSPF No.2 WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 2-1-11, Right 2 X 4 HFSPF Stud/STD 2-1-11 CSI TC 0.30 BC 0.46 WB 0.21 (Matrix) 3x4 M1120 - 3x4 M1120 - 46 M1120 11 0-" 11-0-13 16-6-0 5.7-10 5-5-3 DEFL in (loc) I/deft PLATES GRIP Vert(LL) -0.04 H -J >999 M1120 185/148 Vert(TL) -0.13 H -J >999 Horz(TL) 0.04 G n/a list LC LL Min Well = 360 Weight: 62 Ib BRACING TOP CHORD Sheathed or 4-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) A=842/0-3-8, G=842/0-3-8 Maio Hoa A=14(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -B=-1685, B -C=1615, C -D=-1487, D -E=1487, E -F=-1615, F -G=-1685 BOT CHORD A -J=1495, I -J=1153; H-1=1153, G -H=1495 WEBS C -J=-184, D -J=339, D -H=339, E -H=-184 NOTES (4) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard • ® WARNING - VerV y design Parameters and READ NOTES ON TRIS AND INCIATED Ali = REFERENCS PADS MN -7473 BEFORE USE. Design valid far use only with MTek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of buildng designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, VA 53719. oQROFESS/ONS ��•ts�s X. BO( 4- a t N0. C66424 A * EXP. 6-30-06 S')• CIVIC OF CA1.1 January 3,2005 7777 Greenback Lane • Suite 109 Citrus Heights, CA, 95610"NN =a MOW f Job Truss Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS ..« - R14744306 LOT -30 R45A ,. COMMON 1 1 Job Reference (optional) • suly a 1 *111 t L Ulvll' lNr V 10, MINI 1,11IN roc, 1111Ke aecK a.uuu s Jun a ZuuJ ml 1 eK mausmes, Inc. I nu uec su 1 J:41:ab zuu4 rage 1 0-0-0' 0-0-0 4-2-0 8-3-0 I 12-4-0 16.6-0 i 4-2-0 4-1-0 4-1-0 4-2-0 Scale = 1:28.6 4x6 MI120 = D eb A lb ld 5x6 M1120 11 3x4 M1120 - 3x4 M1120 = 3x6 M1120 z� 5x6 M1120 11 - " 3x4 M1120 c ' 0-0-0 • 5.5-3 11-0-13 16.6-0 5-5-3 5.7-10 5-5.3 Plate Offsets (X,Y): [A:0-2-12,0-1-13],IG:0-3-9,0-1-13] LOADING.- (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.06 H -J >999 M1120. 185/148 TCDL ' 25.0 Lumber Increase 1.25 BC 0.57' l, Vert(TL) -0.14 H -J >999 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.05 G n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 65 lb LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 3-9-13 oc purlins. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 2-1-11, Right 2 X 4 HFSPF Stud/STD 2-1-11 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) A=842/0-3-8, G=842/0-3-8 Max Horz A=-14(load case 13) Max Uplift A=-304(load case 10), G=-304(load case 13) Max Grav A=1253(load case 7), G=1253(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-1687, B -C=1616, C -D=-1487, D -E=-1487, E -F=-1616, F -G=-1687 BOT CHORD' A -J=1496, I -J=1152, H-1=1152, H -K=1496, G -K=1496 WEBS C -J=-186, D -J=340, D -H=340, E -H=186 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an FESS occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 QFtO /pN per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33/<;A Q- - BO& 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Q� ,//// Table No. 16-B, UBC -97. > 7 y y 4) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 15-0-0 to 16-6-0 for 1333.3 plf. NO. C66424 A 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. * EXP. 6-30-06 LOAD CASE(S) Standard CIVIC January 3,2005 WWARMNO - Ver(fy desfgn parameters and READ NOTES ON rBrS AND INCLUDED w=REFERENCE PADS MU -7473 BEFORE USE. 7777 Greenback Lane 1111) Des n valid for use only with MiTek connectors. This design is based only u Suite 109 5 y g y pan parameters shown, din is for an individual building component. Citrus Heights. CA, 95610�� Applicability of design paramenters and proper incorporation of component a responsibility of building designer -not buss designer. Bracing shown C a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent tracing of the overall structure's the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-69 and BCSn Building Component m Safety Information available from Truss Plate Institute, 50 D'Onofrio Drive, Madison, WI 53719. - iTek Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 5-7-1 oc purlins. IN BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-9 oc bracing. R14744307 LOT -30 R46G COMMON 1 1 Right 2 X 4 HFSPF Stud/STD 8-8-10 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) A=842/0-3-8, E=842/0-3-8 Job Reference (optional) SUN STATE COMPONENTS, KINUMAN AL 5.000 a Feb 6 2003 MiT ek Industries, Inc. Mon Jan us 08:28:07 2005 rage 1 4-2-0 8-3-0 124-0 16-6-0 4-2-0 4-1-0 4-1-0 4-2-0 S.I. - 1:27.6 600 It NO TOP CHORD NOTCHING IS ALLOWED c WITHIN 24" OF THE HEEL JOINTS - 5x6 11 3.4 = 3.4 6 3x4 = 3x4 = 5x 11 5 -5-3 11-0-13 16.6-0 5.5-3 5-7-10 5-5-3 LOADING (psf) TCLL 16.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANS195 CSI TC 0.14 BC 0.52 WB 0.25 (Matrix) DEFL in (loc) Vdefl Vert(LL) -0.04 H >999 Vert(TL) -0.11 F -H >999 Horz(TL) 0.05 E n/a 1st LC LL Min I/defl = 360 PLATES GRIP M1120 185/148 Weight: 87 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 5-7-1 oc purlins. IN BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-9 oc bracing. WEBS 2 X 4 HFSPF Stud/STD .. OTHERS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X'4 HFSPF Stud/STD 8-8-10, Right 2 X 4 HFSPF Stud/STD 8-8-10 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) A=842/0-3-8, E=842/0-3-8 Max Horz A=13(load case 10) Max Uplift A=-264(load case 10), E=264(load case 13) Max Grav A=1213(load case 7), E=1213(load case 6) FORCES (Ili) - First Load Case Only TOP CHORD A -B=-1814, B -C=-1600, C -D=1604, D -E=1817 BOT CHORD A -H=1651, H -P=1221, G -P=1221, F -G=1221, E -F=1654 WEBS B -H=-234, C -H=387, C -F=389, D -F=-230 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I RQF ESS/0 N.q� enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers DOL increase is 1.33, the �QQ C, A. BOOS exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber and plate � Fac grip increase is 1.33 truss For to wind (normal to the face), see MTek 3) Truss designed for wind loads in the plane of the only. studs exposed "Standard Gable End Detail' 4) Gable studs spaced at 2-0-0 oc.- c.5) NO. C66424 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. * EXP. 6-30-06 6) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 7-6-0 to 16-6-0 for 222.2 plf. 7) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Gov eming Jurisdiction. S CIV I\ -\Q l �rFOFCAU" d LOADCASE(S) Standard January 3,2005 ® WARND70 • ver(lig rame y design Paters and READ NOTES ON THIS AND WCUMED AUTEK RSPERSNCS PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. firs design is based only upon parameters shown, and is for an individual building component. Sults 109 li N 9 P P incorporation P responsibility 9 9 9 9 CiWs Heights, CA, 95610�� Applicability of design aramenters and roper into lotion of component a res nsibli of building designer -not truss designer. Bracing shown ■� .�:: is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibillity of the i•L` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing, comult ANSI/1P11 Quality Criteria, DSB-e9 and BCSII Building Component m safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison, wl 53719. MiTek Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS R14744308 LOT -30 R47 COMMON 3 1 Job Reference (optional) JUN a I M I C %,Uivlr-UIVCI`I I a, NII lu1VVVY rte. IVIIKC gUk;K 0-0-0 5-6.0 5-6-0 0.000 b JUII V GVVJ IVII ICK IIIUUSIIICb, 1110. I IIU IJtlU JV Ia.-# 1:JV LUU-+ rage 1 - - - 4x4 101120 - C 5-6.0 Scale = 1:18.8 4.00 12 7 a D { E A 2 a 3x4 M1120 W M1120 F 1x4 MII20 II 3x6 M1120 11 - 3x6 MI120-Otp 0-M • 5-6.0 1 "_0 5-6-0 v 5-6-0 Plate Offsets (X,Y): [A:0 -2-12,0-2-9],[E:0-3-9,0-2-9) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) . I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.02 A -F >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.05 A -F >999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.02 E n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 38 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.'' WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 2-10-2, Right 2 X 4 HFSPF Stud/STD 2-10-2 REACTIONS (Ib/size) A=561/0-3-8, E=561/0-3-8 Max Horz A=-10(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A -B=-929, B -C=-847, C -D=-847, D -E=-929 BOT CHORD A -F=804, E -F=804 WEBS C -F=131 NOTES (4) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 4) Loads, spacing, bracing'and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard ® WARNING - Veryy design parameters and READ NOTES ON THIS AND INCLUDED 1HlTER REFERENCE PAGE AM 7473 BEFORE USE. Design valid for use only with Mi connectors. This design's based only upon parameters shown, and is for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibliity, of the - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Critedo, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5113 D:Onotrio Drive, Madison, WI 53719. OQROFESS/pN9 g A. Bo&��F�c /7 N . C66424 A * EXR 6-30-06 SIT C10. OFCAO0"- January 3,2005 7777 Greenback Lane ��• Suite 109 Citrus Heights, CA, 95610�� _ff MiTek' Job Truss. Truss Type Qty Ply CHAMPION OT 30 THE TRADITIONS PLATES GRIP TCLL '16.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.02 C -D - >999 R14744309 LOT -30 R48G COMMON 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 C n/a BCDL 10.0 Job Reference (optional) • SUN STATE COMPONENTS, KINGMAN AZ 5.6.0 5-6-0 b.uuu a reD b ZUu3 MI I eK InaustrieS, Inc. Mon Jan U3 uts:zts:T / zuub rage 1 5-6-0 f _ sole = 1:17.8 6110 — B NO TOP CHORD NOTCHING IS ALLOWED 4x6 II 4x6 II 5-6.0 .. . 5.6-0 Plate Offsets (X,Y): [A:0-2-12,0-2-5] [B:0 -5-0,0-1-4],[C:0-3-9,0-2-5] LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft PLATES GRIP TCLL '16.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.02 C -D - >999 M1120 185/148 TCDL 25.0 Lumber Increase .1.25 BC 0.38 Vert(TL) -0.05 A -D >999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 C n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Well = 360 Weight: 49 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP N0.2 TOP CHORD Sheathed or 6-0-0 oc purlins. [P] BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-6 oc bracing. WEBS 2 X 4 HFSPF Stud/STD OTHERS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 5-8-0, Right 2 X 4 HFSPF Stud/STD 5-8-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEWTHE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. ' REACTIONS (Ib/size). A=561/0-3-8, C=561/0-3-8 Max Horz A=9(load case 13) , ' Max Uplift A=-296(load case 10), C=-296(load case 13) Max Grav A=929(load case 7), C=929(load case 6) FORCES (lb) - First Load Case Only f TOP CHORD A -B=-1015, B -C=-1014 BOT CHORD A -D=907, C -D=907 WEBS B -D=132 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition IF ESS enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers �P�O �CN9� exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate N. BO& grip increase is 1.33 A� 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek `J "Standard Gable End Detail" / J 4) Gable studs spaced at 2-0-0 oc. Q A 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, NO. C66424 UBC -97. * EXR 6-30-06 6) This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-0-0 for 180.0 plf. C)VIL 7) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard q�F0FCAUF�� • January 3,2005 7D�esign� NING - 9'ertjy design parameters and READ NOTFS oN rms AND WQ.l7DED mTEB REFER8Ncs PAGE LU9473 BRIVRE USE- 7777 Greenback Laneofid for use only with Welt connectors. This design is based only upon parameters shown, and is for an individual building component. Sults He ^ bili of des' n paromenters and proper into ration of corn onent is res nsibN of buildin desi ner - not truss desi ner. Bracin shownCiWs Heights, CA 95610�� N k9 Rio P Po ty 9 9 9 9 ral support of individual web members only. Additional temporary broking to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and BCSII Building Component r M iTek' Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, wl 53719. 6 l Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS - R14744310 LOT -30 R49 ROOF TRUSS 5 1 " Job Reference (optional) D -g -e • JVry JIMIC o,MIKU DC b -0 -0 -o -o till i I l� J.VVV J JYII J GVYJ IYIIIcn II iYYJYI , i�V. II�Y YGV JV �J.�L.V � LVV� �O1jG � " 4-6-8 4-6-8 0-6� 14 5x6 II20 11 4"6-8 n -A -td 3-11-10 - Scale = 1:11.4 rltlrC V113C15 kA, 1-T. tn.V-PV,Vr-iGJ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.95 Vert(LL) -0.02 A -D >999 M1120 197/144 TCDL 25.0 Lumber Increase . 1.25 BC 0.43 Vert(TL) ' -0.04 A -D >999 BCLL 0.0 .Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 C n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 17 Ib LUMBER r BRACING TOP CHORD 2 X 4 DF 145OF 1.3E TOP CHORD Sheathed or 4-6-8 oc purlins. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 4-0-9 oc bracing. SLIDER Left 2 X 6 SPF 165OF 1.5E, 2-5-4 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW .THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size). ,A=224/0 -3 -8,C=180/0 -3-8,D=44/0-3-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz A=59(load case 13) l Max Uplift A=1069(load case 12), C=-121 (load case 13) Max Grav A=1332(load case 7), C=279(load case 6), D=88(load case 2) ' FORCES (lb) -First Load Case Only TOP CHORD A -B=-65, B -C=45 BOT CHORD A -D=O NOTES (5) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an " occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they'are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2)' This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97.. ,?,0FESS/pN 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, C. 4) This truss has been designed for a total drag load of 2500 Ib. Connect truss to resist drag loads along bottom �Q- (Gs A- B0� �� chord from 0-0-0 to 4-6-8 for 550.4 plf. C 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. 1 I: LOAD CASE(S) Standard N C66424 A ® WARNING - Ver(fly design parameters and READ NOTES ON rMS AND INCLUDED 114TEE REFERENCE PAGE MQ -7473 BEFORE us& Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicobiliy of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is Me responsibilliy, of the erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IP11 Quality Criteria, DSB-89 and 9CSt1 Building Component Safety Information available from Tens Plate tnsgtute. 583 D'Onofrio Drive, Madison, WI 53719. * EXP, 6-30-06 CIVI\ Ni_ grFCF CAt1F0� January 3,2005 7777 Greenback Lane ��® Suite 109 Citrus Heights, CA, 95610i"O MiTekm c: Job Truss Truss Type Qty Ply CHAMPION OT 30 THE TRADITIONS PLATES GRIP TCLL 16.0 Plates Increae .1.25 R14744311 LOT -30 R50G ROOF TRUSS 1 1 1.25 BC 0.25 Vert(TL) -0.04 A -C >999 BCLL 0.0 Job Reference (optional) SUN STATE COMPONENTS, KINGMAN AZ 4{s6 4-0-8 a.uuu a reu o Zuw IVII I ex maustnes, inu—n Iun jan ua ua:co:cr cuuD rage I s.s a 4.6-8 4-6-8 Stab a 1:11A y LOADING (psf) SPACING.2-0-0 CSI bEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increae .1.25 TC 0.21 Vert(LL) -0.02 A -C >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.04 A -C >999 BCLL 0.0 Rep Stress 16cr YES WB 0.00 Horz(TL) -0.00 C n/a- BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 21 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-6-8 oc purlins. [P] BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS . 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 DFSYP No.2 4-9-11 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) A=230/0-3-8, B=186/0-3-8, C=44/0-3-8 Max Horz A=82(load case 13) Max Uplift A=-275(load case 12), B=20(load case 4) Max Grav A=541(load case 7), B=186(load case 1), C=88(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A-13=53 BOT CHORD A -C=0 NOTES (7) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category (,'condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 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) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 6) This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-6-8 for 180.0 plf. 7) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard /9?,pFESS/0 �R_' A. BOO x- >Q�� .-Z� N0. C66424 * EXP. 6-30-06 %* CIV1� ��P 9rFCF CAI-\ January 3,2005 ® WARNDYG - Ver(f y design parameters and READ NOTES oN TB7s AND zmcwpED ffiTEB REFERENCE PAGE MU -7473 BEPORS USB, 7777 Greenback Lane ®. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. 09 Sults He Citrus Heights, CA 95610�� Applicability of design aramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown PP 9 P W P rpo P Po N n9 9 9 9 l is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction rs Me responsfbilliN of the - M erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IS, ' fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSO -89 and BCSII Building Component Safety Information aailable from Truss Plate Institute, 5&3 D'Onohio Drive, Madison,"53719. ' Job Truss Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS R14744312 LOT -30 R51 DROP TC HIP 1 Job Reference (optional) .IUN J I M 1 COA-0 IVII-VIVCI`r 1 J, n.IIV VIvIMIV ML, IVIIRC Dw6i, . 54-8 _8-" 54-8 2-7-8 r 4.00 Ff2 6x6 M1120 = D -- D —I J LVYJ IVII I,n 111YYJ111,J, —1. I IIY LJ,Ii JV IJ.YL.YY GV VY ray, 1 0-0-0 12-9-0 17.6.0 20-1-8 T 4-9-0 4-9-0 2-7-8 1x4 M1120 II 6x6 M1120 = F F 25-6-0 54-8 I Scale = 1:46.0 5 3x10 M1120 3x4 M1120 = 5x6 M1120 = 3x4 M1120 = 3x10 M1120 - 3x8 Mll20 = 0-0-0 0-M 0-6-14 7-104 12-9-0 17-7-12 25-&0 0$14 7-3-6 4-10-12 4-10.12 7-104 Plate Offsets (X,Y): [A:0-0-8,0-1-12], [1:0-0-8,0-1-12] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.71 Vert(LL) 0.11 L >999 M1120 185/144 TCDL 25.0" Lumber Increase 1.25 BC 0.57 Vert(TL) -0.38 L -M >786 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.09 1 n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360. Weight: 231 Ib LUMBER BRACING TOP CHORD 2 X 4 OFSYP No.2 TOP CHORD Sheathed or 3-10-3 oc purlins. BOT CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or'10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 2-7-0, Right 2 X 4 HFSPF Stud/STD 2-7-0 REACTIONS (Ib/size) A=3103/0-3-8, 1=3027/0-3-8 Max Horz A=13(load case 3) FORCES (lb) - First Load Case Only ~ TOP CHORD A -B=-7538, B -C=-7447, C -D=-7717, D -E=-8591, E -F=-8591, F -G=-7467, G -H=-7220, H-1=-7310 BOT CHORD A -M=6924, M -N=7344, N-0=7344, L-0=7344, K -L=7114, J -K=7114, I -J=6715 WEBS D -M=1015, F -J=808, E -L=-724, C -M=596, D -L=1456, F -L=1726, G -J=555 NOTES (8) 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-8-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Unbalanced roof live loads have been considered for this design. rFESS 3) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using Q(,0 /(jN 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an - occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 ��Q��S A. Boel- �C per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 4) Provide adequate drainage to prevent water ponding. , 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per N . C66424 A Table No. 16-B, UBC -97. * EXP. 6-30-06 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 884.Olb down at 17-6-0, and 884.O1b down at 8-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building S1T CIV I\- nneoCoiud n page 2 9TFCF CAO January 3,2005 71ateral - Verf & design Parameter and READ NOTES ONTRW AND INCLUDED BUTER REFERENCE PADS MII-7473 BEFORE USE, 7777 Greenback Laneor use only with m1ek connectors. This design's based only upon parameters shown, and is for an individual building component. Suite109 f desi n aramenters and proper into ration of tom anent B res CiWs Heights, CA, 95610�g p rpo p ponsiblTiy of building designer -not host designer. Bracing shown �pport of individual web members only. Additional temporary bracing to insure stability during construction's the responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB-89 and BCS11 Building Component A t0 Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison. WI 53719. M iT@k a t Job Truss Truss Type r Qty Ply CHAMPIO LOT 30 THE TRADITIONS 851 DROP TC HIP - 814744312 LOT -30. Job Reference (optional) ' � SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Dec,30 13:42:04 2004 Page 2 bracing to be by Engineerbf Record and/or Governing Jurisdiction. 8) Loads, spacing, and application reviewed LOAD CASES) Standard 1) Regular, Lumbei Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) t Vert: A -D=-82.0, D -F=-120.0, F-1=-82.0, A -M=-20.0, M -N=7130.5, N-0=246.5, J -O=-130.5, I -J=-20.0 Concentrated Loads (lb) Vert: M=-884.0 J=-884.0 t • r r � 3 .7tDesign Suite 109 NING • Ver j& design parameters and READ NOTES ON ME AND INCLUDED ffiTEH REPER&NC8 PADS MU -7473 BEFORE USS. 7777 Greenback Lanealid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Heighfs, CA�85610�� bili of desi n oramenters and ro er into ration of corn onent is res nsib0i of buildin des ner • not truss desi ner. Bracin shownCWus y 9 P P P rPo P Po N 9 9 9 9 ral support of individual web members only. Additional temporary bracing to insure stability during construction ¢the responsibllGy of the - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding m - fabrication, quality control. storage, delivery, erection and bracing, consult ANSIMII Quality Criteria, DSO -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onohto Drive, Madison. WI 53719. - Welk 851 DROP TC HIP 1 - Job Reference (optional) ' Job Truss Truss Type Qty Ply , CHAMPION/LOT 30 THE TRADITIONS 0$1p 5-2-15 9-10-0 15-7-12 20.3-1 25.6-0 R14744313 LOT -30 R52 DROP TC HIP 1 1 LOADING (psf) SPACING 2-0-0 CSI 5 DEFL in Job Reference (optional) . JVIV J IMI C �+VIVIrV1VC1Y 1 J, f\IlYV1VIMIY I1L, IVIInC �CGn J.VVV J null .9 GVVJ IVII l Cn Il1uubulub, 111{:. I llu VCG au I0.9G.uo LVu'1 rage 10.0-0 0-0-0 F 10-0 15-6 1 -3-15-2-15 25-6-0 5-2-15 4-9-1 5-6-0 4-9-1 5.2-15 Scale = 1:46.1 6x6 M1120 - 4x6 M1120 - D c 3x8 M1120 3x4 M1120 - 3x4 MI120 - 3x8 MII20 a 3x8 M1120 0 0-0-0 - 0-0-0 f, 0$1p 5-2-15 9-10-0 15-7-12 20.3-1 25.6-0 0.6-14 4-8-1 4-7.5 1 5.9-8 4-7-5 5-2-15 Plate Offsets (X,Y): [A:0-3-8,Edge), [H:0-0-5,0-3-5) LOADING (psf) SPACING 2-0-0 CSI 5 DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.42' Vert(LL) -0.21 H-1 '>999 M1120 185/144 TCDL 25.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.51 H-1 >601 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.11 H n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 100 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 3-5-10 oc purlins. BOT CHORD 2 X 4 SPF 1450F 1.3E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 6 SPF 1650F 1.5E 2-8-1 Right 2 X 4 HFSPF Stud/STD 2-8-1 REACTIONS (Ib/size) A=1301/0-3-8, H=1301/0-3-8 Max Harz - A=-17(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A -B=-2796, B -C=-2712, C -D=-2414, D -E=2254, E -F=2416, F -G=-2710, G -H=-2794 BOT CHORD A -K=2529, J -K=2252, I -J=2252, H-1=2527" WEBS D -K=259, E-1=259, C -K=-290, D-1=3, F -I=-285 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A. 6) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard ® WARNING - Ver-yi, design Parameters and READ NOTES ON TffiS AND D9CLr/DED DIITEE REFERENCE PAGE MD -7473 BEFORE USE, Design valid for use only with M1ek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive. Morison, col 53719. OQROFESS/pN� S INBoel <"CID�' NC66424A * EXP. 6-30-06 S' CIVIC �9�FCF CAL\\ January 3,2005 7777 Greenback Lane Suite 109 Carus Heights, CA, 95610a� MOW q Job Truss Truss Type - Qty Ply CHAMPION/LOT 30 THE TRADITIONS WEBS 2 X 4 HFSPF Stud/STD ' SLIDER Left 2 X 6 SPF 1650F 1.5E 3-1-0, H n/a R14744314 LOT -30 R53 DROP TC HIP 1 1 Sheathed or 3-4-15 oc purlins. ,. BOT CHORD + Rigid ceiling directly applied or 10-0-0 oc bracing. Job Reference (optional) bUN b I A I t_GUM VUNtN I b, KINUMAN AL, MIKe CeCK O.uuu s Jun to LUu6 MI I eK mausines, Inc. I nu Uec iu 13:4z:ui zuu4 rage 10-0-0 0-0-0 I 5-11-7. 12-0-0 113-0-0 19-6.9 25-6-0. r a • 5-11-7 6-0-9 1-0-0 6-0-9 5-11-7 + - Scale = 1:462 t y 4x6 M1120 0 6x6 M1120 - .. D E v 6x6 M1120 c L K J I 5x6 MI120 - 3x4 M1120 y 1x4 M1120 II 5x8 M1120 - 1x4 M1120 II 3x4 M1120 3x4 M1120 = 0-M 0-0-0 0 6 111 5-11-7 11-10.4 13-7-12 19-6-9 25-6-0 0-6-14 5.4-9 5-10-13 1-9-8 5-10-13 5-11-7 LOADING (psf) TCLL 16.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 LUMBER (loc) 1/defl TOP CHORD 2 X 4 DFSYP N0.2 BOT CHORD 2 X 4 HFSPF N0.2 WEBS 2 X 4 HFSPF Stud/STD ' SLIDER Left 2 X 6 SPF 1650F 1.5E 3-1-0, H n/a Right 2 X 4 HFSPF Stud/STD 3-1-0 REACTIONS (Ib/size) • . A=1301/0-3-8, H=1301/0-3-8 CSI TC 0.54 BC 0.78 WB 0.55 (Matrix) DEFL in (loc) 1/defl PLATES GRIP Vert(LL) -0.09 K -L >999 M1120 185/144 Vert(TL) -0.30 K -L >999 Horz(TL) 0.11 H n/a 1st LC LL Min I/defl = 360 Weight: 109 Ib BRACING TOP CHORD Sheathed or 3-4-15 oc purlins. ,. BOT CHORD + Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz A=-20(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A -B=-2839, B -C=-2759, C -D=-2166, D -E=1987, E -F=-2169, F -G=-2757, G -H=-2837 BOT CHORD A -L=2577, K -L=2577, J -K=1984, I -J=2575, H-1=2575 WEBS C -L=98, F-1=98, D -K=312, E -J=308, C -K=-628, D -J=10, F -J=-622 NOTES (6) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30.ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A. 6) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard ® WARMWO - VerM design parameters and READ NOTES ON TBS AND INCLr/DED M17EE RwmtzNCE PAGE MU -7473 BEFORE USE. Design valid for use orgy with m7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 4 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison, WI 53719. OQ?,OFESS/CN� A Bp��l c% 2 NC66424A * EXP. 6-30-06 CIVI\- 9�FCF CAl-kF January 3,2005 7777 Greenback Lane Suite 109 Citrus Heights, C& 95610= Cff iV"s MiTek' Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS •' - ,' 814744315 LOT -30 854 COMMON 4 1 ) „' • Job Reference (optional) .. SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck . 5.000 s Jun,,9 2003 MiTek industries, Inc. Thu Dec 30 13:42:08 2004 Page 1 • 0-0-0 6-9-14 • 12-9-0 18-8-2 25-6-0 ` 6.9-14 $ 5-11-2 5-11-2 6-9-14 •- Smola = 7:44.9 • " - 4x6 M1120 D t. 4.00 [T2— IA T2 • 1x4 M1120 \\' 1x4 M1120 // 9 C E B F A . G 3x4 M1120 5- 3x4 M1120 C 6x6 M1120 11 .1 •H _ 6x6 M1120 II .p 3x4.M1120 3x4 M1120 - 3x4 M1120 = 3x4 M1120 - 3x4 M1120 0-0-0 0-0-0 8-741 16-10-12 f 25-6.0 .-,8-7-4 ", 8-3-9 8-7.4 Plate Offsets X,Y): [A:0-3-0,0-1-5), [G:0-3-13,0-1-5) : LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC .. 0.49 Vert(LL) -0.11 A -J >999 M1120 . 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.35 H -J >873 ; BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.10- G n/a ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 96 Ib . LUMBER - , BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 3-8-2,oc purlins. BOT CHORD 2 X 4 HFSPF No.2 , BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD } SLIDER Left 2 X 4 HFSPF Stud/STD 3-6-8, Right 2 X 4 HFSPF Stud/STD 3-6-8 REACTIONS (Ib/size) A=1301/0-3-8, G=1301/0-3-8 Max Horz A=21(load case 3) FORCES.' (lb) -First Load Case Only TOP CHORD A -B=-2771, B -C=-2615, C -D-2480, D -E=-2480, E -F=-2614; F -G=-2770 t BOT CHORD A -J=2516, I -J=1845, 1-14=1845,e(3-1-1=2516 ` WEBS C -J=-395, D-J=659,'D-H=659, E -H=-395 NOTES (4) , 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above giound level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not FESS exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase Is 1.33 ? () /n 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per ��( A• B' q( Table No. 16-B, UBC -97. �� 60 Cc�C 4) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Gdveming Jurisdiction.. 1 y 10 LOAD CASES) Standard N . C66424 A * EXP, 6-30-06 C10- �rFCF CA1.1 . January 3,2005 7eerector. NG - Ver{(y design parameters and READ N07ES ON TWS AND INCLDDED HOTTER REFERENCE PAGE MU -7473 BEFORE VSE. • 7777 Greenback Laned for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109ty of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610l support of individual web members only. Additional temporary bracing to insure stability during construction 4 the resporuibillity of the� dditional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSO -89 and SCSI) Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, mol 53719. - MOW Job Truss Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS TCLL ' Plates Increase 1.25 TC 0.51 Vert(LL) -0.14 H -J >999 R14744316 LOT -30 R54A COMMON' 1 1 , NOTES (5) BCLL 0.0 Rep Stress Incr' YES WB 0.39 Horz(TL) 0.12. G n/a Job Reference (optional).1 JUIV Of A C p-0-0 l•UIVIt-UNCI 1 J, NINUIVVVV ML, IVIIKU DCUK J.VUV J —1. J GVVJ IVII I On 11—.0 —, II1U. I 1 i LlO4. JV I-- IV GVVY VO!jw 1 ' p_0 0-0-0 6-9-14 12-9-0 I • 18-8-2 25-6-0 I 6-9-14 5-11-2 5-11-2 6-9.14 44 M1120 = D Scale = 1:44.6 v' b Ih: 3x4 M1120 3x4 M11201- 4x4 M1120 = 3x4 MI120 - 3x4 M1120 ? 0-0-0 1 0-0-0 B-7.4 16-10-12 25.6-0 8-74 8-3-9 8-74 Offsets (X.Y): [A:0-2-8.0-2-91, [G:0-3-5,0-2-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.14 H -J >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.35 H -J >867 NOTES (5) BCLL 0.0 Rep Stress Incr' YES WB 0.39 Horz(TL) 0.12. G n/a 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 100 Ib LUMBER 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per BRACING TOP CHORD ' 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 3-0-6 oc.pudins. BOT CHORD 2 •X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-14 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. SLIDER Left 2 X 4 HFSPF Stud/STD 3-6-8, * LOAD CASE(S) Standard Right 2 X 4 HFSPF Stud/STD 3-6-8 CIVIC �\P QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT • January 3,2005 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) ' A=1301/0 -3-8,G=130110-3-8 Max Horz A=21(load case 11) Max Uplift A=-217(load case 10), 6=217(load case 13) Max Grav A=1684(load case 7), G=1684(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-2771, B -C=-2615, C -D=-2480, D -E=-2480, E -F=-2615, F -G=-2771 BOT CHORD A -J=2516, I -J=1845, H-1=1845, H -K=2516, G -K=2516 , WEBS C -J=-395, D -J=660, D -H=660, E -H=-395 NOTES (5) ` 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an FESSION occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 QFLD per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not '9( A. Bpi F� exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Co Table No. 16-13, UBC -97. >� 4) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 24-0-0 to 25-6-0 for 1333.3 plf. NO. C66424 A 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. EXP. 6-30-06 * LOAD CASE(S) Standard CIVIC �\P 9�FOF CALIF"' • January 3,2005 ® WARNING • verib design Parameters and READ NOTES ON THIS AND INCLDDED AIDTEE REFERENCE PAGE AW 7473 BEFORE r7SE. 7777 Greenback Lane • Suite 09 Design valid for use only with Mlconnectors. This design is based only upon parameters shown, and is for an individual building component. incorporation is building designer truss designer. Bracing Citrus Heights, CA, 95610�� He Applicability of design aromenters and proper of component responsibility of - not shown N 9 P P P N n9 9 9 9 ��.� is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilliry, of the • erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Duality Criteria, DSB•89 and SCSII Building Component i � M Safety Information available from truss Plate Institute. 5B3 D'Onotrio Drive. Madison, W1 53719. ITek� Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS ' DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 R14744317 LOT -30 R55 COMMON 6 1 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.36 H -J >834 BCLL 0.0 Job Reference (optional) JUry 0-0-0C GVIVIYVrvCIV I J, r�IrvbIVINIV NG, IVIIKB OCGR D.uuu .l' Jur) 7 zuua IVII I CK IlluuSlimb, Inc. I flu uuu Ju IJ:9L:1 I LVu'4 rays 1 0-0-0 6-9-14 12-9-0 18-8-2 25-0-'14 _ 6.9-14 571-2 - 5-11-2 6A-12 Scale = 1:44.4 4x6 M1120 - - [ ' A nn" rte- 3x4 M1120 - 3x4 M1120 - 4x4 M1120 - 3x4 M1120 - 5 8-7-4 I 16-10.12 8-7-4 8-3-9 3x4 M1120 25-0-14 8-2-2 Plate Offsets (X,Y): [A:0-3-0,0-1-5] REACTIONS (Ib/size) A=1279/0-3-8, G=1279/0-3-8 LOADING (psf) SPACING. 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plateslncrease '1.25 TC 0.63 Vert(LL)' -0.11 H -J >999 M1120 1185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.36 H -J >834 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.10 G n/a QEt0 �Oq( A. Bpi F� BCDL 10.0 Code UBC97/ANSI95 (Matrix) list LC LL Min Udefl = 360 Weight: 94 Ib LUMBER LOAD CASE(S) Standard BRACING TOP CHORD 2 X 4 DFSYP No.2 l TOP CHORD Sheathed or 3-2-12 oc puffins. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD. , Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD Deign valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA. 95610 Applicability of design paromenters and proper incorporation of component is responsibility of build designer - not truss designer. Bracing shown APP N xJ P P orPo P Po N n9 9 9 9 SLIDER Lett 2 X 4 HFSPF Stud/STD 3-6-8,l B for lateral support of indrvidval web members only. Additional temporary bracing to insure stability during construction a the responsibilliry of the • �� erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Right 2 X 4 HFSPF Stud/STD 3-1-10 f REACTIONS (Ib/size) A=1279/0-3-8, G=1279/0-3-8 Max Horz A=21(load case 3) ' FORCES (Ib) - First Load Case Only TOP CHORD A -B=-2712, B -C=-2594, C -D=2421, D -E=-2334, E -F=-2515, F -G=-2619 BOT CHORD A -J=2461, I -J=1787, H-1=1787, G -H=2332" WEBS C -J=-394, D -J=664, D -H=546, E -H=-308 NOTES (4) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 FESS/ ON 3) This truss has been designed for a 10.0 psf bottom chord -live load nonconcurrent with any other live loads per QEt0 �Oq( A. Bpi F� Table No. 16-B, UBC -97. �Q �g 'P�� 4) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction.t j 1- �2 �Q� '7 LOAD CASE(S) Standard N . C66424 A * EXP. 6-30-06 l 15X CIVIC �rFOF CAI.I January 3,2005 ® WARNZNG - 9'erM design pammetem and READ NOTES ON TMS AND INCLDDED ADTEE REFERENCE PADS MU -7473 BEFORE USE. 7777 Greenback Lane m Suite 109 �� Deign valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA. 95610 Applicability of design paromenters and proper incorporation of component is responsibility of build designer - not truss designer. Bracing shown APP N xJ P P orPo P Po N n9 9 9 9 B for lateral support of indrvidval web members only. Additional temporary bracing to insure stability during construction a the responsibilliry of the • �� erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component fe M Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Modbon, wl 53719. iTek a Job Truss Truss Type Oty Ply CHAMPION/LOT 30 THE TRADITIONS ; BOT CHORD 2 X 6 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF 1450F 1.3E 'Except' R14744318 LOT -30 R56 COMMON 1 1 I H 8x8 MII20 W8 = GL 400 MI120 II M 4x14 M1120 z • SLIDER Job Reference (optional) SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MITek Industries, Inc. Thu Dec 30 13:42:12 2004 Page 1 0.0-0 0-0-0 r 3-8-8 + 5-6-0 640-Q 12-9-0I 19.6-0 2":p 21-9-8 25.6-0 I 3-8-8 1-9-8 0-6-0 6-9-0 ' 6-9-0 6-6-0 1-9-8 3-8-8 Scale = 1:45.0 6x6 MII20 - 4.00 [i1 D I�- S77B Greenback Laneuit 109 BRACING TOP CHORD 2 X 6 DF 180OF 1.6E TOP CHORD Sheathed or 2-10-5 oc purlins. , BOT CHORD 2 X 6 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF 1450F 1.3E 'Except' WEBS 1 Row at midpt C -I, E-1 Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive. Madison, WI 53717. D-12 X 4 HFSPF No.2, C -J 2 X 4 HFSPF Stud/STD 606 MI120 4x4 MII20 =- KJ 6x14 MI120H � 4x10 M1120 II I` I H 8x8 MII20 W8 = GL 400 MI120 II M 4x14 M1120 z • SLIDER Left 2 X 4 HFSPF Stud/STD 2-6-14 6x8 MII20 0 0-0-0 0-0-0 6.0-0 19-6-0 25-6.0 0-6-14 5.5-2 13-6-0 6.0.0 Plate Offsets (X,Y): [A:0-2-8,0-2-4], [A:Edge,0-5-5], [F:0-0-11,0-2-0] LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.08 I -J >999 M1120 185/144 TCDL 25.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.47 I -J >649 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.17 F n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 141 Ib LUMBER S77B Greenback Laneuit 109 BRACING TOP CHORD 2 X 6 DF 180OF 1.6E TOP CHORD Sheathed or 2-10-5 oc purlins. , BOT CHORD 2 X 6 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF 1450F 1.3E 'Except' WEBS 1 Row at midpt C -I, E-1 Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive. Madison, WI 53717. D-12 X 4 HFSPF No.2, C -J 2 X 4 HFSPF Stud/STD E -G 2 X 4 HFSPF Stud/STD I` WEDGE . • QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Right: 2 X 4 WW Std LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SLIDER Left 2 X 4 HFSPF Stud/STD 2-6-14 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) A=2952/0-3-9 (input: 0-3-8), F=2952/0-3-9 (input: 0-3-8) Max Horz A=192(load case 11) Max Grav A=3313(load case 7), F=3313(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-7290, B -C=-7136, C -D=-4358, D -E=-4367, E -F=-7396 BOT CHORD A -K=6743, J -K=6743, I -J=6637, H-1=6745, G -H=6745, G -L=6856, L -M=6856, F -M=6856 WEBS C-1=-2662, E-1=-2776, D -I=1962, C -J=1596, E -G=1664 NOTES (9) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 5) WARNING: Required bearing size at joint(s) A, F greater than input bearing size. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A. 7) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist, drag loads along bottom chord from 24-0-0 to 25-6-0 for 1333.3 plf. Continuedon page 2 oQ9,OFESS/pN� 800c _ i N0. C66424 A * EXP. 6-30-06 1TFOFCAI.IFO�� January 3,2005 ® WARMNO . Verify design parameter+ and READ NOTES ON THTS AND JNCWDED WrEg REFERENCE PAGE 84-7473 BEFORE USE. S77B Greenback Laneuit 109 Design valid for use only with MTek connectors. This design is based only upon parameters shown, and 6 for on individual building component. Citrus Heights, CA, 95610l"EM Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the a•�� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCSII Building Component - M ITek� Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive. Madison, WI 53717. Job Truss Truss Type -' Oty Ply CHAMPION/LOT 30 THE TRADITIONS i R14744318 LOT -30 R56 COMMON 1 1 + Job Reference (optional) Jury J 1 M I Ck.+vIVIrVIV CIN I J, NIVA IVIrVV /iL, rVIIRe DULA . a.uuu b Jul] 7 GVW IVII I eR InuUbineb, Inc. I nu Uec au i J:4L: 1J tuu4 rage L - r r. NOTES (9) 8) Special,hanger(s) or conneotion(s)'required to support concentrated load(s)523.01b down at 5-6-0, 1143.01b down at 5-114, and 1143.01b down at 19-6-12; and 523.01b down at 20-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. , 9) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. - LOAD CASE(S) . Standard 1" . 1) Regular, Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) s Vert: A -F=-20.0, A -D=-82.0, D -F=-82.0 Concentrated Loads (lb)' Vert: J=-1143.0 G=1143.0 K=-523.0 L=-523.0 1 ,C f r l + WA WARMNO - Very design parameters and READ NOTES ON THIS AND D9CWDED AOTER REFERENCE FAOB Lta-7473 BEFORE OSB. 7777 Greenback Lane Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for an individual building component. - Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown, Citrus Heights, CA, 95610�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria. D$8.89 and BCSII Building Component tD Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - Tek ' - u Y Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS R14744319 LOT -30 R57 MONO TRUSS 2 1 Job Reference (optional) 5ury 5I N I t wmrvrvcry I a, ntrvu'wr�ry roc, IVIIKe DCGR 0-0-0 a.knru to Jun y cuua Ivn I UK mausures, mc. I nu uUL; OV I a:vc. I w cuuv .r -age I 5.6-0 5.6-0 1.5x4 M1120 II Scale = 1:15.4 ' C �JO I I 5.6-0 5-0-0 Plate Offsets (X,Y): [A:0-1-4,0-1-8) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.01 A -D >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.19 A -D >333 BCLL 0.0 Rep Stress Incr NO WB 0.00 HOrz(TL) 0.00 D n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defi = 360 Weight: 25 Ib a LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 5-6-0 oc purlins, except erid verticals. BOT CHORD 2 X 6 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 6-1-2 oc bracing. WEBS 2 X 4 DFSYP No.2 SLIDER Left 2 X 4 HFSPF Stud/STD 2-11-6 REACTIONS (Ib/size) A=1143/0-3-8, D=1143/0-3-8 Max Harz A=95(load case 5) FORCES (lb) - First Load Case Only TOP CHORD A -B=-70, B -C=54, C -D=-214 BOT CHORD A -D=O NOTES (3) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a_ 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. FESS 3). Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. �OQRO I pN� LOAD CASE(S) Standard �Q- �cj A• ;BD(/ �� 1) Regular, Lumber Increase=1.25, Plate Increase=1.2500 Uniform Loads (plf) . • Vert: A -D=-357.0, A -C=-82.0 N C66424 * EXP .6-30-06 SIT CIVIC 9rFOF CAO1 • January 3,2005 ® WARNING - Ver(y deatgn parameters and READ NOTES ON TMS AND ItyC1=ZD W7'EE REFERENCE PAGE AM -7473 BEFORE USB. - 7777 Greenback Lane m Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 , Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 C� 4 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibillity of the erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSIM1 Duality Criteria, OSB -89 and BCSII Building Component • Safety Information available from Truss Plate institute. 583 D'Onofrio Drive, Madison, wl 53719. M iTek Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS TCLL 16.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.04 E -F >999 R14744320 LOT -30 R58 COMMON 4 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.00 D rda Job Reference (optional) • JUN 51 A I t I:VMYOU Otry I J, RIrvb MAry /iL, MIKe 6eGK a'UUU 5 JUn y LUU3 Ivll I BK InOUS[ne5, If1G. I nu Uec JU 13:4[:1, zuu,, i- ge ,, 6.9-0 ` I 13-6-0 6 9-0 6.9-0 • 06 M1120 , - Scale = 1:28.6 0— 6: 30x4._..__ .. - 6-9-0 13-" 6-9-0 6-9-0 B • e nn LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) , I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.04 E -F >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.07 E -F . >999 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.00 D rda BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min 11defl = 360 Weight: 63 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-5-11 oc purlins, except end verticals. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 'Except A -F 2 X 4 HFSPF No.2, C -D 2 X 4 HFSPF No. 'QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) F=674/0-3-8, D=674/0-3-8 MaxHorz F=119(load case 5) - Max Uplift F=-596(load case 10), D=-596(load case 13) Max Grav F=1358(load case 7), D=1358(load case 6) FORCES (Ib) - First Load Case Only TOP CHORD A -B=-077, B -C=-677, A -F=-602, C -D=-602 BOT CHORD E -F=127, D -E=127 WEBS B -E=-201, A -E=468, C -E=468 , NOTES (5) r 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceahline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-6-0 for 148.1 plf. 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard ® WARNING - Vergy design parameter and READ NOTES ON TB7s AND D9cumm ADTEE REFERENCE PADS AW -7473 BEFORE OSB, Design valid for use only with M1ek connectors. This design's based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding folaicotion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, wl 53719. r OQEtOFESS/pN� S A B0��pl c ) N0. C66424 A * EXP. 6-30-06 1s� civic q�FCF CAI., January 3,2005 7777 Greenback Lane Suite 109__ Citrus Heights, CA, 95610zff� MiTek' Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS R14744321 LOT -30 R59G COMMON 1 1 Job Reference (optional) • SUN S I AI t GVMYVrvtry 10 nlrvvlvwry Mz-, IVIIRtl OCGR o -0-b 6-9-0 6-9-0 - • tx�'�120- If 3x6 M1120 3x6 M1120 5x10M1120 II A 9. x4 II 0 II V.VUV JJVII acws mllcn uluw.nw, Iv. Inu vc., .�.. Iv., �,uyc, F 13-6-0 __ J 5x8 M1120 - 6-9-0 1x4 M1120 II 1x4 M1120 II 3x6 M1120 6 3x6 M1120 36120 11 - 4x14 M1120 - 1x4 MII20 11 Scale = 1:31.6 NO TOP CHORD NOTCHING IS ALLOWED 1x4 MII20 II WITHIN 24" OF THE HEEL JOINTS. 3x6 M1120 3x6 M1120 ' 5x10 M1120 II C PW 3: N 3x4 g12� I I lx4MI120 II 6-9-0 13-6-0 6-9-0 , 69.0 LOADING (psf) SPACING 2-0-6 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.04 D -E >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.07 D -E >999 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.00 D n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1 st LC LL Min Vdefl = 360 Weight: 98 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. WEBS 2 X 4 HFSPF Stud/STD WEBS 1 Row at midpt A-E, C -E OTHERS 2 X 4 HFSPF Stud/STD QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) F=674/0-3-8, D=674/0-3-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Hoa F=111(load case 5) Max Uplift F=-715(load case 10), D=-715(load case 13) Max Grav F=1477(load case 7), D=1477(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-700, B -C=-700, A -F=-606, C -D=-606 BOT CHORD E -F=89, D -E=88 WEBS B -E=-218, A -E=534, C -E=535 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 (FESS) 3) Truss designed for wind loads in the plane of the truss only.. For studs exposed to wind (normal to the face), R ON�I see MiTek "Standard Gable End Detail"�S A• 150& F� 4) Gable studs spaced at 2-0-0 oc.�Q C 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) This truss has been designed for a total drag load of 180 pit Connect truss to resist drag loads along bottom N0. C66424 chord from 0-0-0 to 13-6-0 for 180.0 plf. 7) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. * EXP. 6-30-06 LOAD CASE(S) Standard S+J CIVN �Q C7 A WARNWO • Veri fir design pa—rneten and READ NOTES ON THIS AND INCLUDED A97EK REFERENCE PADS AID 7473 BEFORE USE. Design valid for use only with Walk connectors. This design 6 based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate institute. 5B3 D'Onofrio Drive. Madison, WI 53719. ��FOF CAI-1F 'January 3,2005 7777 Greenback Lane m Suite 109 Citrus Heights, CA, 95610i"IN ids Welke Job Truss + Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.04 A -D >999 R14744322 LOT -30 R60G COMMON 3 1 BCLL 0.0, Rep Stress Incr YES WB 0.17 Horz(TL) 0.02 C n/a BCDL 10.0 Job Reference (optional) JUIV J IMI C IiVIVIrVIV CIV 1 J, r�11V VIVIMIY MG, IVIIRC DCVR 0-0-0 , 7-0-0 f 7-0-0 ` 4.00 12 1x4 M1120 II •. 1z4M�1'1 D.VVV S Jul] V GVVJ IVII I IrluuSlrlCS, lnu. 1 flu Lieu ou 13:4z: Itzuu4 rage I V -V -V 14-0-0 7-M Scale: 12"=1' 506 MII20 - NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 9 1x4 M1120 II 1x4 M1120 II ^ 199 5x6 MI120 II 1x4 MII20 II 5x6 M1120 II n ] • D-0-0 0-0-0 7-0-0 14-0-0 r 7-M 7-0-0 1 Plate Offsets (X,Y):[A:0-2-12,0-1-13],[A:6-1-13,0-2-4],[B:0-8-0,0-1-0],[C:6-1-8,0-1-8],[C:0-3-9,0-1-13] LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.04 A -D >999 TCDL 25.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.11 , C -D >999 BCLL 0.0, Rep Stress Incr YES WB 0.17 Horz(TL) 0.02 C n/a BCDL 10.0 Code UBC97/ANSI95• (Matrix) 1st LC LL Min I/deft = 360 Weight: 64 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 5-8-14 oc purlins. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid,ceiling directly applied or 6-0-12 oc bracing. WEBS 2 X 4 HFSPF Stud/STD OTHERS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 7-2-15, Right 2 X 4 HFSPF Stud/STD 7-2-15 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE.INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) A=714/0-3-8, C=714/0-3-8 Max Horz . A=12(load case 15) Max Uplift A=-367(load case 14), C=-367(load case 19) Max Grav A=1172(load case 7), C=1172(load case 6) FORCES - (lb) - First Load Case Only TOP CHORD A-13=1330, B -C=-1330 BOT CHORD A -D=1196, C -D=1197 Q?,pFESS/p�, WEBS B -D=171 S k Boel <Fc NOTES (8) 1) Unbalanced roof live loads have been considered for this design. co z C<k 2 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an N .'C66424 occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 * EXP. 6:30-06 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), �'� C►V ]L see MiTek "Standard Gable End Detail" 9% Continued on page 2 FOF CALW January 3,2005 WIFINIII-11 PIN 7777 Greenback Lane 7Design NING • VerUJ/ dealgn Parametem andREADNOTES OXTIDE AND INCLUDED dflTER REFERENCE PADS ffih9473 BEFORE USE. alid for use only with MITek connectors. This design's based only upon parameters shown, and is for on individual building component. Sults 109 bili of des' n aromenters and ro er inco oration of con onent is res nsibli of buldi desi ner- not truss desi ner. Bracin shown Citrus Heights, CA• 9561Nly 19 P P P rP P Po N n9 9 9 9 .ral support of individual web members only. Additional temporary bracing to insure stablity during construction b the responsibillity of the . Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection'and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, VA 53719. ' M iTek Job •Truss Truss Type Oty Ply CHAMPION/LOT 30 THE TRADITIONS ' •' 814744322 LOT -30 R60G COMMON � 3 � 1 Job Reference (optional) SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Dec 30 13:42:19 2004 Page 2 R , NOTES (B). 4) Gable studs spaced at 2-0-0 oc. 5); This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-0-0 for 180.0 plf. ; 7) This truss has been designed for a total drag load of 2100 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-0-0 for. 150.0 plf. ' 8) Loads, spacing, bracing and application to be reviewed by Engineer of Record aAd/or Governing Jurisdiction. r LOAD CASE(S) Standard ! y • A ! 1. 1 ® WARNING • Ver(& design parameters and READ NOTES ON THIS AND INCLUDED ffiTEE REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback bene to m Suite 109 Design valid for use only with Milek connectors. This design is based only upon parameters shown, and a for an individual building component. Citrus Heights. CA, 95610�� Applicability of design arvidual rs and ro incorporation component is res inili of designer - not buss designer. Bracing shown ty 9 P proper P responsibility 9 9 9 9 ' rs al o billy is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the is for l �� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 'fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component 44• M iTek Safety Information available from Truss Plate Institute, 583 D'Onohto Drive, Madison, wl 53719. s Job •Truss Truss Type Oty Ply CHAMPION/LOT 30 THE TRADITIONS ' •' 814744322 LOT -30 R60G COMMON � 3 � 1 Job Reference (optional) Job Truss Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS PLATES GRIP ' 16.0 Plates Increase 1.25 TC 0.62 R14744323 LOT -30 R61 COMMON 10 • 1 BC 0.69 Vert(TL) -0.16 E -F >999 BCLL 0.0 Job Reference (optional) "U"J 1/11 C I.IJIV"_'j, c1V IJ, r'IIVVIVINIV FAL, IVIIM1C DCk:M1 :J.VVV .l JVII ' LVUJ IVII I CM1 IIIVUJlI1CJ, IIIV.. I IIU UCV JV IJ.YL.LV GV VY rage I 0-0-0 7.0-0 14-0-0 7-M 7-" Scale: 1/2'=1' S 4x6 M1120 c C 5x6 M1120 II 0-0-0 7-M » 1x4 M1120 'II 14-0-0 7-0-0 Us M1120 II D-0-0 LOADING (psf) SPACING " 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.04 E -F >999 M1120 185/148' TCDL 25.0 6 Lumber Increase ' 1.25 BC 0.69 Vert(TL) -0.16 E -F >999 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.03 E n/a BCDL 20.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Vdefl = 360 Weight: 48 Ib' LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-10-1 oc puffins. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 3-7-10, Right 2 X 4 HFSPF Stud/STD 3-7-10 REACTIONS (Ib/size) A=854/0-3-8, E=854/0-3-8 Max Horz A=-12(load case 4) FORCES - (lb) - First Load Case Only TOP CHORD A -B=-1451, B -C=-1357, C -D=-1357, D -E=-1451 BOT CHORD . A -F=1288, E -F=1288 WEBS C -F=316 NOTES (4) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 ' per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per . Table No. 16-13, UBC -97. 4) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASE(S) Standard ® WARNING -Vero design parameters and READ NOTES ON THIS AND INCl.I/DSD ADTES REFERENCE PAGE MQ -7473 REMRS OSS. Design valid for use only with WiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing; consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotho Drive, Madison. cal 53719. .. OQROFESS/^ S N. Bp��Ftic NkC66424 * EXP. 6-30-06 C10- 9�FCF CAILW January 3,2005 . 7777 Greenback Lane ��Ip Suite 109 Citrus Heights, CA, 95610 s� a�aa� MiTek� Job Truss Truss Type Qty .. Ply CHAMPION/LOT 30 THE TRADITIONS Plate Offsets (X,Y): [A:0-2-12,0-2-11, [E:0-3-9,0-2-11 LOADING (psf) R14744324„ LOT -30 R61A COMMON 4 1 1 Plates Increase 1.25 TC 0.61 Vert(LL) -0.05 E -F >999 M1120 185/148 TCDL 25.0 Job Reference (optional) bUN t, I A I t wn4rurvtN I o, MINUMAN AL, MIKe DecK a.uuu s dun a zuus MI I eK mouslnes, Inc. I nu uec au T s:4z:z1 zuu4 rage 1 u -u -u 0-0-0 7-" I 14-0-0 7-0-0 7-" Stale: 12"0' • 4x6 M1120 c C f C ko A 5x6 M1120 11 1x4 M1120 II 5x6 M1120 11 0-0-0 0-0-0 129, 7-" 14-" 7-0-0 7-0-0 Plate Offsets (X,Y): [A:0-2-12,0-2-11, [E:0-3-9,0-2-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl ' PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.05 E -F >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.15 E -F >999 BCLL 0.0' Rep Stress Incr YES WB 0.25 H6rz(TL) 0.03 E " n/a BCDL 20.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 50 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-8-8 oc purlins. BOT CHORD - 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-6 oc bracing. WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 3-7-10, Right 2 X 4 HFSPF Stud/STD 3-7-10 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) A=854/0-3-8, E=854/0-3-8 Max Horz A=-12(load case 12) Max Uplift A=-321 (load case 10), E=-321 (load case 13) Max Grav A=1267(load case 7), E=1267(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-1454, B -C=-1359, C -D=-1359, D -E=-1453 BOT CHORD A-17=1269, E -F=1289 WEBS C -F=323 NOTES (5) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using , 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 ESS/pN per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not is increase QROF A. Bp��F�c exposed to wind. The lumber DOL increase 1.33, and the plate grip is 1.33 ��Q�t�S 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. Z 4) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom P chord from 0-0-0 to 14-0-0 for 142.9 plf. N C66424 A 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. . EXP. 6-30-06 * yt LOAD CASE(S) Standard s1T CIV11- ��P 0:C %L\F • January 3,2005 WA WARNING • Verjfy design parameters and READ NOTES GN rHm AND Il9CLUDED wTEB REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Wek connectors. This design 6 based only upon parameters shown, and 4 for an individual building component. Sults 109 CM Heights. CA 95610 - A licabili of design romenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown PP 9 Pa P Po ty 9 9 9 9 C. l i for lateral support of incrwidual web members only: Additional temporary bracing to insure stability during construction is the resporssib llity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding +- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Guallty Criteria, OSB -89 and BCSII Building Component _ Safety Information available from Truss Plate Institute. 583 D'Onoldo Drive. Madison; WI 53719. - MOW Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 R14744325 LOT -30 R62 DROP TC HIP 2 2 TOP CHORD 2 X 4 DFSYP No.2 BOT CHORD 2 X 6 -SPF 165OF 1.5E " WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 2-7-0, Job Reference (optional) . JUIV J AHI C IiVIVIrV1V Clv J, nnvVrvu4v /'1L, IVIInC. OCGn J.VVV O JVII O GVUJ IVII �cn rIIUV JU rGD, 111{•. I IIV VGl• JV rJ.•rc.w cuvv rayc r 0-0-0 0-0-0 5 4 8 8-0-0 13-3-0 18.6-0 21-1-8 I 26-0-0 5.4-8 2-7-8 5-3-0 5.3-0 2-7-8 54-8 Scale: IWO' 64 M1120 • - 4.00 12 D 1X4 M1120 I I 64 M1120 - F F 0-0-0 300 MII20 8X8 M1120 = 8x8 M1120 - 8x8 MII20 - 300 M1120 0-M 7-10-4 Y 13-3-0 18-7-12 26-6-0 i —i 7-10-4 54-12 5.4-12 7-10-4 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 25.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANS195 LUMBER (Matrix) TOP CHORD 2 X 4 DFSYP No.2 BOT CHORD 2 X 6 -SPF 165OF 1.5E " WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 2-7-0, TOP CHORD Right 2 X 4 HFSPF Stud/STD 2-7-0 0 - REACTIONS (Ib/size) A=3017/0-3-8, 1=3017/0-3-8 CSI DEFL in (loc) Vdefl PLATES GRIP TC 0.81 Vert(LL) -0.15 K -L >999 M1120 185/144 BC 0.56 Vert(TL) -0.44 K -L - >718 WB 0.55 Horz(TL) - 0.10 1 n/a (Matrix) 1st LC LL Min Vdefl = 360 Weight: 240 Ib BRACING TOP CHORD Sheathed or 34-5 oc puffins. . BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Hort A=13(load case 3) Max Grav A=3396(load case 8), 1=3175(load case 8) FORCES (lb) - First Load Case Only TOP CHORD A -B=-7297, B -C=-7206, C -D=-7466, D -E=-8557, E -F=-8557, F -G=-7466, G -H=7206, H-1=-7297 BOT CHORD A -L=6700, K -L=7114, J -K=7114, I -J=6700. WEBS D -L=867, F -J=867, E -K=-781, C -L=577, D -K=1643, F -K=1643, G -J=577 NOTES (8) 1 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-5-0•oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) Unbalanced roof live loads have been considered for this design. 3) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Load case(s) 8 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. Continued on page 2 ® WARNING - Ver jf j/ design parameters and READ NOTES ON THIS AND INCUMED ffiTEH REFERENCE PAGE MU 7473 BEFORE USE, Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure 6 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSIMII Quality CMerfa, DSS -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, VA 53719. oQ�pFESS/pN� S A. BCc N0. C66424 * EXP. 6-30-06 t,P� C10- 9�FCF CAl.1 , 'January 3,2005 7777 Greenback lane Suite 109 Citrus Heights, CA, 95610201 MOW Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS . •t • 814744325 LOT-30 862 DROP TC HIP' 2 • - Job Reference SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries; Inc. Thu Dec 30 13:42:23.2004 Page 2 NOTES (8) r 7) Special hanger(s) or connection(s) required to support concentrated load(s) 884.01b down at 18-6-0, and 1421.31b down at 8-0-0 on bottom r ,' ^ chord. Design for unspecified connection(s) is delegated to the building designer. 8) Loads, spacing, bracing and application to be, reviewed by Engineer of Record and/or Governing Jurisdiction. r LOAD CASE(S) Standard Except: ' t 1) Regular, Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) , Vert: A-D=-82.0, D-F=-120.0, F-1-82.0, A-L-20.0, J-L=-130.5, I-J=-20.0 _ Concentrated Loads (lb) Vert: L=-884.0 J=-884.0 8) User defined: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) :. Vert: A-D=-82.0, D-F=-120.0, F-1=-82.0, A-L=-20.0, J-L=-130.5, I-J=-20.0" Concentrated Loads (lb) s Vert: L=-1421.3J=-884.0 s r s 4 WARNIN• Vary design Parameters and'READ NOTES ON•THl'S AND DNCLODED WTER REFERENCE PADS MD-7473 BEFORE USE. 7777 Greenback Lane Suite 109 • Design alid for use only with MiTek connectors. This design a based only upon parameters shown, and is for an individual building component.' Citrus Heights, CA, 95610 7tsc't1c-tvbrAdsGfi1fional aili of design omenters and proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown Pl 9 Par P P rPo P Po N 9 9 g 9 is for aeal upport of individual web members only. Additional temporary bracing to insure during construction the re of the �5 dstability building i regarding permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding are ent fabrication, quality control, storage, delivery, erection and tracing, consult ANSI/rP11 Quality Criteria, DS8•89 and BCSI1 Building Component _ • �M iTek Safety Information available from Truss Plate Institute, 583 D'Onotdo Drive, Madison, N 53719. , , . (optional) Job Truss. Truss Type Qty . Ply CHAMPION/LOT 30 THE TRADITIONS 5-2-15 10-0-0 16-6-0 I 21-3-1 26.6.0 5-2-15 4-9-1 6-6-0 4-9-1 I - 5-2-15 R14744326 LOT -30 R63 DROP TC HIP 2 1 44 M1120 - 4.00 -2 - D - E m 1x4 M1120 4 1x4 M1120 y , Job Reference (optional) SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun • 9 2003 MiTek Industries, Inc. Thu Dec 30 13:42:24 2004 Page 10-0-0 5-2-15 10-0-0 16-6-0 I 21-3-1 26.6.0 5-2-15 4-9-1 6-6-0 4-9-1 I - 5-2-15 Scale: 1%4'=1' ' 6x6 M1120 - 44 M1120 - 4.00 -2 - D - E m 1x4 M1120 4 1x4 M1120 y , C o B F r G o A H 6x8 M1120 - L K 1 •1 5x8 M1120 3x8 M1120 Z 3x4 M1120 -.. 4x4 M1120 = 3x8 M1120 - 3x8141120 Y• 0-" 0-0-0 5.2-15 9.10-4 16-7-12 ; 21-3-1 26-6-0 5-2-15 4-7-5 6.9.8 4-7-5 5-2-15 - Plate Offsets (X,Y):[A:0-1-1,0-3-0],[H:0-0-5,0-3-5],[J:0-2-O,Edge] - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft. PLATES GRIP' TCLL 16.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.20 A -K >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.53 A -K >600 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.10 H n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 • Weight: 103 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 3-2-10 oc purfins. BOT CHORD 2 X 4 HFSPF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 'Except' D-1 2 X 4 HFSPF No.2 SLIDER Left 2 X 4 HFSPF Stud/STD 2-8-1, ' Right 2 X 4 HFSPF Stud/STD 2-8-1 REACTIONS (Ib/size) A=1458/0-3-8, H=1365/0-3-8 Max Horz A=17(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -B=-3027, B -C=-2946, C -D=-2655, D -E=-2444, E -F=-2611, F -G=-2872, G -H=-2956 BOT CHORD A -L=2753, K -L=2753, J -K=2483,1 -J=2483, H-1=2675 WEBS D=K=305, E-1=263, C -K=-280, D-1=45, F-1=-240. NOTES (5) , 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanfine, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 FESS /O per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not QRO ' exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 A• BO 3) Provide adequate drainage to prevent water ponding. �Q- �S 'Q� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per G) Table No. 16-13, UBC -97. > --Z1 2 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. N C66424 LOAD CASE(S) Standard . * EXP. 6-30-06 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A -D=-82.0, D -E=-82.0, E -H=-82.0, A -L=-40.0, H -L=-20.0 'X C]V[L �P 9TFOF CAL -ft January 3,2005 ® WARNWO. 9brt(y design parameter and READ NOTES ON TB7S AND WCUMED MITES REFERENCB PADS MD -7473 BEFORE DEE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design 4 based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610�� ff Applicabilityof design aramenters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown 9 P P P P Po N 9 9 9 9 it for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Evan fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component M Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ' ITekm Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS LOADING (psf) SPACING 2-0-0 CSI ' DEFL in (loc) I/defl R14744327 LOT -30 R64 DROP TC HIP 2 1 . M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.97 Vert(TL) . -0.33 I -J >962 Job Reference (optional) sury a I U-0r-0t,umrurvery t a, ntrvurvrruv rsc, rwrRe oecrc 5-11-7 12-0-0 5-11-7 6-0-9 0 P 6x6 M1120 11 3x4 M1120 D.uuu s uun a cuw rvu r UK nwusuras, mc. r nu vet ou w:yceD euuw rage r 14-6-0 I r . 20-6-9 26-6-0 2-6-0 6-0-9 5.11-7 . Scale: 1/4'=1' 64 MI@0 = ' 46 MII20 = D e 0-0-0 M 1x4 1011120 II e' L K J 1 6x6 1011120 11 3x4 M1120 = 1x4 MI120 11 3x4 M1120 c 3x4 M1120 = 3x8 M1120 = 11-104 F 14-7-12 20-0-9 26-6.0 5-11-7 5-10.13 2-9-8 5-10-13 5-114 Plate Offsets (X,Y): [A:0-3-0,0-1-13], [H:0-3-13,0-1-9) LOADING (psf) SPACING 2-0-0 CSI ' DEFL in (loc) I/defl PLATES • GRIP TCLL 16.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.10 - I -J. >969 , M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.97 Vert(TL) . -0.33 I -J >962 BCLL - 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.13 H , n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 110 lb LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 3-1-3 oc purlins. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 3-1-0, Right 2 X 4 HFSPF Stud/STD 3-1-0 REACTIONS (Ib/size) . A=1457/0-3-8, H=1365/0-3-8 - Max Hoa A=-20(load case 4) FORCES (lb) - First Load Case Only R TOP CHORD A -B=-3121, B -C=-3030, C=D= -2356, D -E=-2159, E -F=-2351, F -G=-2928, G -H=-3012 BOT CHORD A -M=2833, L -M=2833, K -L=2162, J -K=2162, I -J=2735, H-1=2735 WEBS C -M=158, F-1=96, D -L=343, E -J=330, C -L=-710, D -J=-6, F -J=-607 '- NOTES (5) 1) Unbalanced'roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 zoFESS/ON 3) Provide adequate drainage to prevent water ponding. Q l�� 9( A. Bp 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. bracing to be by Engineer Record and/or Governing Jurisdiction. - Q� 5) Loads, spacing, and application reviewed of LOADCASE(S) Standard, N0. C66iiN A 1) Regular- Lumber Increase=1.25, Plate Increase=1.25 EXP. 6-30-06 Uniform Loads (plf) * ' Vert: A -D=-82.0, D -E=-82.0, E -H=-82.0, A -M=-40.0, H -M=-20.0 s� CIVIC 9�FOF CAUI • January 3,2005 ® WARNING • Verify design parameters and READ NOTES ON Tins AND INCLUDED MITES REFERENCE PADS MU -7473 BEFORE USE, 7777 Greenback Lane --40 Sults 09 Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual bullring component. He Citrus Heights, CA. 95610`�� licabili of design aromenters and proper incorporation of corn onent is responsibility of building designer - not truss designer. Bracing shown APP 9 P P P rPo P Po N g 9 9 9 l rs for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterla, DSB-89 and BCSI1 Building Component safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, N 53719. M ITek Job Truss Truss Type Qty . - Ply CHAMPION LOT 30 THE TRADITIONS 936 7-114 9-3-6 Plate Offsets (X,Y): [A:0 -1-9,0-3-0],[G:0-171,0-3-1] 814744328• LOT -30 R65 COMMON 4 1 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.97 Vert(LL) -0.15 A -J >999 Job Reference (optional) • ,u",J,IOA01 C l,,j,v, rUIV CIV I o, IMIVbIVII" HL, IVI IRC DCOR 6.6-5 6.6-5 r a.uvu s Jun a zuua IVIl I etc maustnes, Inc. I nu uec au. Ta:4z:z7 zuu4 rage i 0-M 13-3-0 19-11-11 26.6-0 6-8-11 6-8-11 6-6-5 Scale = 1:46.4 5x6 MI120 = D 6x8 MI120 - 3x4 M1120 = 3x4 1011120 = 4x4 M1120 a 4x4 M1120 5 3x4 M1120 4x4 M1120 0-0-0 i 0-M 9-3-6 17-2-10 26$0 936 7-114 9-3-6 Plate Offsets (X,Y): [A:0 -1-9,0-3-0],[G:0-171,0-3-1] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.97 Vert(LL) -0.15 A -J >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.41 A -J_ >773 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.09 G n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl =.360 Weight: 104 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 'Except' TOP CHORD Sheathed. D -G 2'X 4 DF 1450F 1.3E BOT CHORD Rigid ceiling directly applied or 6-6-3 oc bracing. BOT CHORD 2 X 4 DFSYP 210OF 1.8E 'Except G-12 X 4 DF 180OF 1.6E WEBS 2 X 4 HFSPF Stud/STD QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT SLIDER Left 2 X 4 HFSPF Stud/STD 34-8, LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE ' Right 2 X 4 HFSPF Stud/STD 34-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) A=1458/0-3-8, G=1365/0-3-8 Max Harz ' A=-22(load case 13) Max Uplift A=-503(load case 10), G=-513(load case 13) + Max Grav A=2146(load case 7), G=2053(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-3028, B -C=-2873, C -D=-2617, D -E=-2562, E -F=-2876, F -G=-2956 BOT CHORD A -K=2761, K -L=2761, J -L=2761, J -M=1983, M -N=1983, I -N=1983, H-1=1983, H-0=2695, G-0=2695 WEBS C -J=-466, D -J=666, D -H=585, E -H=-448 NOTES (5).' 1) Unbalanced oof live loads have been considered for this design. FESS QRC /ON 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using dead load 8.0 bottom dead load, 100 from hurricane r�S IN. BOt✓ F,L 14.0 psf top chord and psf chord mi oceanline, on an 45 �� 'Q� occupancy category I, condition I enclosed building, of dimensions ft by 24 It with exposure C ASCE 7-93 Q� / G1� per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not > Z exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per NO. C66424 A Table No. 16-B, UBC -97. * EXP. 6-30 06. 4) This truss has been designed for a total drag load of 3600 Ib. Connect truss to resist drag loads along bottom chord from 1-6-0 to 12-6-0, 15-5-0 to 24=11-0 for 175.6 plf. 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. IST C10. 9�FOFCAUU WADuG>dl9e(Mge 2Standard • January 3,2005 WWARNING - Ver(ilf design parameters and READ NOTES ON THIS AND INCLODED AUTE8 REFERENCE PADS AM -7473 SENORS 058. 7777 Greenback Lane m Design valid for use only with M17ek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Citrus Heights, CA, 95i'10"111' Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown " ^— is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibillity of the erector. Addifronal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Ib M!Tek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison,WI 53719. ' a v l , r r abs OT - OT 30 THE TRADITIONS ' Job Truss cuss Type Qty Ply CHAMPION/L R14744328, LOT -30 R65 ; COMMON ' 4 1 Job Reference (optional) .. SUN S I A I t t UMYUIVCIV I SH`U , RINbMHN L, IVIIKU DUCK • o.000 5 Jurl LUu3 MU I I UK inclusfjne5, mc. I nu eC 3U 13:4L:L/ LUU4 rage L 1 �. LOAD CASES) Standard , • , 1) Regular. Lumber Increase=1.25, Plate.lncrease=1.25 Uniform Loads (plf) t Vert: A -L=-40.0, G -L=-20.0, A -D=-82.0, D -G=-82.0 i+ .16 • - ry r ♦ 4 e 1 r • y WARNINO • Ver(& design parameters and READ NOTES ON THIS AND INCLUDED MTTEE REFERENCE PAGE MU 7473 BEFORE USS- 7777 Greenback Lane �r_m Design valid for use only with MTek connectors. Th'Is design a based only upon parameters shown, and is for an individual building component. - Suite 109 Applicability of design paromenters and proper incorporation of component B responsibility of building designer - not truss designer. Bracing shown -'' Citrus Heights, CA, 95610- -- . is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity, of the �� erector: -Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component r - M iTek' Salety information available from Truss Plate Institute, 5B3 D•Onofrfo Drive, Madison, M 53719. - - Job Truss Truss Type LOT -30 R66 COMMON - SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 0-0-0 e - • 6-3-0 . 5 6-3-0 Job Truss Truss Type LOT -30 R66 COMMON - e Qty Ply CHAMPION/LOT 30 THE TRADITIONS R14744329 1 1 Job Reference (optional) 10 s Jun 9 2003;MiTek Industries, Inc. Thu Dec 30 13:42:28 2004 Pagel 12-6-0 I 6.3-0 Scale = 1:21.8 I M1120 - d N , , C . appy A .• . jII s, D E 4x6 M1120 - 3x10 M1120 II ,. 4x6 M1120 - 0-0-0 0-0-0 6.3-0 12-6-0 6-3-0 6-3-0 Plate Offsets (X,Y): [A:Edge,0-1-2],.[C:Edge,0-1-2] LOADING (psf) SPACING 2=0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.88 Vert(LL) -0.05 C -D >999 M1120 185/148 TCDL 25.0 Lumber Increase - 1.25 BC 0.67 Vert(TL) -0.15 C -D >987 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.03 C n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 47 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 2-9-13 oc purlins. BOT CHORD 2 X 6 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD , QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) A=1511/0-3-8, C=1511/0-3-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz A=159(load case 11) Max Uplift A=-299(load case 10), C=-299(load case 13) ., Max Grav A=1890(load case 7), C=1890(load case 6) FORCES (lb) - First Load Case Only . TOP CHORD A -B=-2602, B -C=-2602 BOT CHORD A -D=2353, D -E=2353, C -E=2353 WEBS B -D=1258 ' NOTES,. (6) 1) Unbalanced roof live loads have been considered for this design. - 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not FESS exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 QRO /0N 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. S A. BOO��F�c 4) This truss has been designed for a total drag load of 2060 lb. Connect truss to resist drag loads along bottom chord from 11-0-0 to 12-6-0 for 1333.3 plf. > �� 5) Girder carries tie-in span(s): 8-0-0 from 0-0-0 to 12-670 6), Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. ' N C66424 A LOAD CASE(S) Standard * EXP. 6-30-06 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) S7 CIVIC- �P Vert: A -C=165.6, A -B=-82,0, B -C==82.0 ` ��rFOFCAUF�� • January 3,2005 e s WWARMNO . Ver(& design parameters and READ NOTES oN rms AND INCLUDED w= RSFSRENC& PADS JW.7473 BEFORE USB. - 7777 Greenback Lane • Design valid for use only with MiTek connectors. This design 's based only upon parameters shown, and is for an individual building component. • Suits 109 ApplicabiGiy of design paramenters and proper incorporation of component is responsibility of building designer -not buss designer. Bracing shown Citrus Heights, CA, 95s10�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criterla.'DSB-89 and BCSII Building Component NOW'- iTek' Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, w153719. - - Job Truss Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS Plate Offsets (X,Y): [A:0-3-8,Edge], [E:0-4-5,Edge] LOADING (psf) SPACING 2-0-0 CSI R14744330 LOT -30 R67 COMMON 1 1 M1120 185/146 TCDL 25.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.06 E -F >999 . Job Reference (optional) ' • JUIV J I A I t IrVMYVIVtIV'I J, RIIVUIVWIV /iL, MIKE DECK 0-0-0 6-3-0 6-3-0 J.uvu b Jun -J LUUO nlll 1 VK If1uU5lrle5, Inc. 1 r1U LJtie OV 15.4L:La CUv4 rage I 12.6-0 6.3-0 Scale = 121.3 4x6 M1120 C s 0-0-0 6-3-0 12-0-0 6-3-0 6-3-0 Plate Offsets (X,Y): [A:0-3-8,Edge], [E:0-4-5,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.03 E -F >999 M1120 185/146 TCDL 25.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.06 E -F >999 . BCLL 0.0 Rep Stress Ina YES WB 0.15 Horz(TL) 0.02' E n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 43 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 5-10-13 oc purlins. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oo bracing. WEBS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 3-2-14, Right 2 X 4 HFSPF Stud/STD 3-2-14 r REACTIONS ' (Ib/size) A=638/0-3-8, E=638/0-3-8 Max Horz A=-11(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A -B=1078, B -C=-991, C -D=-991, D -E=-1078 BOT CHORD A -F=940, E -F=940 WEBS _ C -F=152 NOTES (4) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead Ioad,.100 mi from hurricane oceanline, on an occupancy category[, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 FESS 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per A• 80(/ �� Table No. 16-B, UBC -97. �Q- �S � 4) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. --Z -1 >Q� LOAD CASE(S) Standard ' I Cit N0. C66424 ' * EXP. 6-30-06 CIVIL 9�FCF CALF • - January 3,2005 RNDYO • Verrf y design panametem and READ NOTES ON 7WS AND INCiAMED Af77ESREFERENCE PADS AD7�7473 BEFORE US& 7777 1109Greadt Lene� �mvalid Suite for use onl with Mifek connectors. This desi n is based onl u n arameters shown, and is for an individual buildin cons ponent. 7tDesign 9 Y P CiWs Heights, CA, 95610SW HeY en n bility of design paramenters and proper incorporotion of component is responsibility of buBding designer -not buss designer. Bracing shown eral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of theerecor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, wl 53719. M iTek Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS Plates Increase 1.25 TC 0.22 Vert(LL) -0.03 A -D >999 TCDL 25.0 R14744331 LOT -30 R68G COMMON 1 1 WB 0.15 Horz(TL) 0.02 C n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Job Reference (optional) 2AUN J I A I c Llulvil"UNMN 1 J, NIIN JIVIAIV AL, IVIIRtl citmm J.V V V b JUII .7 LV VJ IVu I UK II IUUJII ICJ, 1111:. I IIU LJUU JV IJ.YL.J 1 LV VY rtlytl 1 0-0-0 6.3-0 I 12-6-0 6.3-0 6-3-0 Scale = 1:21.2 4.0; tz 1x4 MII20 II 5x14 MI120 = , 6 - NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 1x4 M1120 11 Ixl 3x4 M1120 1x4 M1120 II 3x4 M1120 5 D 3x4 M1120 � 1x4 M1120 II 3x4 M1120 ® l x4 M1120 11 4x6 M1120 11 0-0-0 6-3-0 12-6-0 - — i 6-3-0 6-3-0 r C 199 4x6 101II20 11 0-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL I in (loc) - I/defl 'PLATES - GRIP ' TCLL 16.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.03 A -D >999 TCDL 25.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.07 C -D >999' BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.02 C n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 55 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-2 oc bracing. . WEBS 2 X 4 HFSPF Stud/STD OTHERS 2 X 4 HFSPF Stud/STD SLIDER Left 2 X 4 HFSPF Stud/STD 6-5-8, Right 2 X 4 HFSPF Stud/STD 6-5-8 REACTIONS (Ib/size) A=638/0-3-8, C=638/0-3-8 . Max Horz A=-10(load case 13) Max Uplift A=-331 (load case 10), C=-331 (load case 13) Max Grav A=1050(load case 7), C=1050(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -B=-1172, B -C=-1173 BOT CHORD A -D=1052, C -D=1052 WEBS B -D=152 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) 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" Continued on page 2 ® WARNING - Vermy design parameters and READ NOTES ON THI8 AND INCLUDED AUTEK REFERENCE PADS MU 7473 BEFORE USE. Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSIM11 Quality Criteria, OSB -e9 and BCS11 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison," 53719. OQRpF ESS/pNq S A BpF�c A N0. C66424 * EXP. 6-30-06 IST CIVIC q�FCF CAI.\F January 3,2005 7777 Greenback Lane r_�• • - Suite 109 Citrus Heights, CA, 95610M C� Welkin Job Truss - Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS ' R74744331 LOT -30 R68G COMMON 1 1 �• " ; Job Reference (optional) + SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek ndustries, Inc.' Thu Dec 30 13:42:31 2004 Page 2 4 ` NOTES (7) ' 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-6, UBC -97. 6) This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-6-0 fo; 180.0 plf. 7) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or, Governing Jurisdiction. LOAD CASE(S) Standard. r ' t J ® WARNING - 7erVy design Parameten and READ NOTES OX TBffi AND INCLUDED Mr7ER REFERENCE PADS AW -7473 BEFORE USE: - 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Sults 709 Applicability of design aramenters'antl proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 APP ty 9 P P P P P H 9 9 9 g is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction ¢the responsibillity of the erector. Additional permanent bracing of the overall structure 6 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute, 563 D'Onofrio Drive, Madison, WI 53719. M ITek Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 R14744332 LOT -30 R69G ROOF TRUSS 2 1 BC 0.17 Vert(TL) -0.02 - E >999 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an BCLL 0.0 Rep Stress Incr YES Job Reference (optiona[43-7 • AUIV J I N I C IiV,VIrV1VC1V I J, N11 0.0-MIY ML, IVIInC DCUK , u.uuu J Jule J LVVJ IVII I CM1 IIIuuJ11ICJ, IIIV. I IIU rJCI: JV IJ.9L.JL GV V9 rage I 0-0-0 0-0-0 ' 4-0-0 C 1 4-0-0 NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF HE HEEL JOINTS. 400 Ff2 4-0-0 ' 4-0-0 Scale = 1:10.7 - Plate Offsets (X,Y): [A:0 -2 -12,0 -2 -9],[A:2 -4-6,0-2-12],[B:0-4-0,0-5-4] a LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.01 , E >999 WEBS B -E= -o _ TCDL 25.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.02 - E >999 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 C n/a exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33N BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 16 Ib LUMBER 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per BRACING page' i BC TOP CHORD 2 X 4 DFSYP No.2 -s7. ContinuTabed on TOP CHORD Sheathed or 4-0-0 oc purlins. BOT CHORD 2 X 4 HFSPF No.2 ® WARNING.- VerfN design parameters and READ NOTES ON TB7S AND INCLUDED ffiTEE REFERENCE PADS'IM-7473 BEFORE USE, BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD Applicability of design oromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown APP NP P P rpo P P N n9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability tluring construction B the responsibilliy, of the SLIDER Left 2 X 4 HFSPF Stud/STD 4-2-14 erector. Additional permanent bracing of the overall structure Is the responsibility of the binding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI] Building Component 4 • M • Safety information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, VA 53719. REACTIONS (Ib/size) - A=203/0-3-8, C=164/0-3-8, D=39/0-3-8 Max Holz A=73(load case 11) Max Uplift A=,264(load case 10), C=-14(load case 13) Max Grav A=500(load case 7), C=180(load case 6), D=53(load case 8) FORCES (lb) -First Load Case Only TOP CHORD A -B=-59, B -C=47 BOT CHORD A -E=0, D -E=0 . WEBS B -E= -o _ Q?L,OFESslO NOTES (7) level, !`� 1( A. Bp�F�c 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground using ��Q��S 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or Cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33N O.. C66424 � 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), EXP. 6-30-06 see MiTek "Standard Gable End Detail" 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per - S'� CIVIL page' i BC SNP grF�F CAUL -s7. ContinuTabed on • January 3,2005 ® WARNING.- VerfN design parameters and READ NOTES ON TB7S AND INCLUDED ffiTEE REFERENCE PADS'IM-7473 BEFORE USE, 7777 Greenback Lane Suite 109 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610�ow Applicability of design oromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown APP NP P P rpo P P N n9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability tluring construction B the responsibilliy, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the binding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI] Building Component 4 • M • Safety information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, VA 53719. ITek Job Truss Truss Type , Qty Ply CHAMPION/LOT 30 THE TRADITIONS ' R14744332 LOT -30 R69G ROOF TRUSS 2 • 1 Job Reference (optional) • .SUN S I A I CL:UMYUNtN I S, �RINl7MAN Ac, MIKe tseCK D.uuu s Jun V eUUJ MI I eK Inausines, Inc. I nU UeC JU 1 J:41:J2 ZUU4 rage z' - NOTES (7) ' 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. + 6). This truss has been designed for a total drag load, of 180 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-0-0 for 180.0 plf. . > . . + 7) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Goveming Jurisdiction. LOAD CASE(S) Standard, • 4 IL It r ® WARMNO • Verify design pammetere and AEAD NOTES ON THIS AND DYCLUDED AUTER REFERENCE PADS MU -7473 BEPORS USE. Greenback Lane Design valid for use only with 1•Nlek connectors. This design is based only upon parameters shown, and for an individual building component. Sults 109 Applicabilityof design aromenters and proper incorporation of con onent is responsibility of building designer - not truss designer. Bracing shown Citrus Helghb, CA; 95610�� , 9 P P P P Po N 9 9 9 9, is for latero) support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general,guidance regarding " fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison: wl 53719. . ' _ M iTek • t . r Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS _ t 814744333 LOT -30 870 ROOF TRUSS 6 1 • } Job Reference (optionA4)7-2 SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MiTek Industries, Inc. Thu Dec 30 103::4-02:33 2004 Page 1 • 4-0-0 - -, Scale = 1:10.7 4.00 12 a . 3x4 M1120 ' 1- -2 axe-_ nn11�e u 4-0-0 400 Plate Offsets (X,Y): [A:0-2-12,0-2-9) r LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.01 A -D >999 M1120, 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.03 A -D '>999 BCLL 0.0 .Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 C n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl= 360 Weight: 13 Ib w LUMBER BRACING TOP CHORD , 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 4-0-0 oc purlins. BOT CHORD 2 X 4 HFSPF No.2 BOT CHORD + Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2 X 4 HFSPF Stud/STD 2-1-9 REACTIONS (Ib/size) A=197/0 -3 -8,C=15810 -3-8,D=39/0-3-8 Max Horz A=53(load case 4) : Max Uplift C=-20(load case 4) Max Grav A=197(load case 1), C=158(load case 1), D=77(load case 2) FORCES (lb) - First Load Case Only TOP CHORD ` A -B=-59, B -C=39 y ' • BOTCHORD A -D=O' NOTES (4) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. Q�OFESs/pN 3) Beveled plate or shim required to provide full bearing surface with truss chord at Joint(s) C. !`� 4( 4) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. S N. B�� FSC LOAD CASE(S) Standard N.C66424 A x * EXP. 6-30-06 Sr CIVIC gTFOF CAl.1F • January 3,2005 ® WARMNO • Ver(fy design parameters and READ NOTES ON TRIS AND INCLUDED AUTEE REFERENCE PAGE dW-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Carus Heights, CA, 95610�� Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown , �� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Bullding Component to Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive. Madison, wl 53719. , Welk lul Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS Plates Increase . 1.25 TC 0.67 Vert(LL) -0.00 D >999 M1120 185/148 TCDL 25.0 R14744334 LOT -30 S01 FLAT 1 1 , Horz(TL) 0.00 C We BCDL 10.0 Code UBC97/ANSI95 Job Reference (optional) SUN 51 A I t L UMt'UNcN 10, n11VlAMA14 Mc, rvnrte Dr;cn r z , r • 4 0-0-0 �.Vvv a uuitz�1611'-�r" on uwuau,ca, nn,. n,u vav vv , .v, wv+ rayc , A 6z8M1129-0y4 B ••ffN-l9 i 1-0-14 , 1 -0 -IM 1.0-14 THIS TRUSS DESIGN IS FOR BLOCKING PANEL ONLY. Scale = 1:10.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase . 1.25 TC 0.67 Vert(LL) -0.00 D >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.00 D >999 v BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.00 C We BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min Udefl = 360 Weight: 7 lb, LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 1-0.14 oc purlins, except end verticals. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HFSPF No.2 'Except B -C 2 X 4 HFSPF Stud/STD QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) D=40/0-3-8, C=40/0-3-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz D=-619(load case 6) Max Uplift D=-2906(load case 10), C=-2906(load case 11) Max Grav D=2952(load case 7), C=2952(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -D=-32, A -B=O, B -C=-32 BOT CHORD C -D= -O WEBS A -C=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. �0FESS/� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurcent with any other live loads per QQ F1. BQ& Table No. 16-B, UBC -97. for total drag load 2000 lb. Connect truss to resist drag loads along bottom �� <", Fti 4) This truss has been designed a of �� C chord from 0-0-0 to 1-10-6 for 1072.4 plf. 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. >P — I LOAD CASES) • Standard N . C66424 A ® WARNING • Verify design parameters and READ NOTES cw TRIS AND INCLUDED AUTER REFERENCE PAGE AM.7473 BEFORE USE. Design valid for use only with M iTek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Crlterlo, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5153 D'Onofrio Drive. Madison, WI.53719. * EXP. 6-30-06 1ST CMI. �rFCFCAUF�� January 3,2005 7777 Greenback Lane • Suite 109 Citrus Heights, CA, 95610 or KIM MOW Job Truss Truss Type Qty Ply CHAMPION LOT 30 THE TRADITIONS CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 R14744335 LOT -30 S02 FLAT 1 1 Lumber Increase 1.25 BC 0.18 Vert(TL) . -0.00 D >999 BCLL 0.0 Job Reference (optional) .....n nnc ucvn 0-0-0 d.vvv s Jul] a Ll��ytii rnuuslrle5, Inc. 1 nu Uec JU 13:4[:30 ZUU_4 rage T • A WNW =1.4-10 B 'B'0 • ` IA -10 Scale = 1:10.0 THIS TRUSS DESIGN IS FOR BLOCKING PANEL ONLY. 1-4-10 ' IA -10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.00 D >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.18 Vert(TL) . -0.00 D >999 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.00 C, n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min Udefl = 360 Weight: 8 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 1-4-10 oc purlins, except end verticals. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HFSPF No.2 *Except* B -C 2 X 4 HFSPF Stud/STD QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) D=56/0-3-8, C=56/0-3-8 Max Horz D=-406(load case 6) Max Uplift D=-2247(load case 10), C=-2247(load case 11) Max Grav D=2311(load case 7), C=2311(load case 6) FORCES (lb) - First Load Case Only ' TOP CHORD A -D=45, A -B=O, B -C=45 ,,, BOT CHORD C -D=0 WEBS A -C=0 NOTES (5) - 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 y per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. ESS/� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. RQF K BOO- 4)�• This truss has been designed for total drag load 2000 Ib. Connect truss to loads �� S 2G a of resist drag along bottom �� ,Q chord from 0-0-0 to 1-10-6 for 1072.4 plf. 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. t\r> >Q C /� (�� 2 A LOADCASE(S) Standard N0. C66424 t * EXR 6-30-06 1s� CrVi\- • January 3,2005 ® WARNING • Verfry design parameters and READ NOTES ON T= AND INCLUDED AUTEE REFERENCE PAGE AM -7473 SEPORE USE, , 7777 Greenback Lane r_ss�m Design volid for use only with MiTek connectors. This design h based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA 95610 Er Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Brocing shown is for lateral support of individual web members orgy. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - _ fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and SCSII Bunding Component ` Safety Information available from Truss Plate Institute, 583 D'Onoldo, Drive, Madison, M 53719. - M ITek� • Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS 4) WARNING: Required bearing size at joint(s) D, C greater than input bearing size. co 5) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom R14744336 LOT -30 S03 FLAT 1 1 NO. C66424 A LOAD CASE(S) Standard. Job Reference (optional) AUIV J I A 1 C L,UlAru rN 10, nI1N1U1vIM1Y r1t, nnimt: owt n 0-0-0 A 6xB MP91-:Fa B 0-11-10 R 11-M 0-11-10 Scale = 1:10.0 THIS TRUSS DESIGN IS FOR BLOCKING PANEL ONLY. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Weill PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.00 D >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.00 D >999 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL). 0.00 C • n/a BCDL 10.0 Code ' UBC97/ANSI95 1 st LC LL Min I/defl = 360 Weight: 7 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 0-11-10 oc purlins, except end verticals. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HFSPF No.2 'Except' B -C 2 X 4 HFSPF Stud/STD QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) D=35/0-3-14 (input: 0-3-8), C=35/0-3-14 (input: 0-3-8) Max Horz D=-672(load case 6) Max Uplift D=-3220(load rase 10), C=-3220(load case 11) Max Grav D=3260(load case 7), C=3260(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -D=-28, A -B=O, B -C=-28 BOT CHORD C -D= -O WEBS A -C=0 NOTES (6) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase Is 1.33 2) Provide adequate drainage to prevent water ponding. ROFESSIO 9, Nq� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 1) ��'�tGS N. 80�� ,Lc 4) WARNING: Required bearing size at joint(s) D, C greater than input bearing size. co 5) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 1072.4 plf.. 6) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. t NO. C66424 A LOAD CASE(S) Standard. yt EXP. 6-30-06 r C10. 4"ECF . CAU1 January 3,2005 A WARMNO. Vert& design parameters and READ NOTES oN TSIS AND D7Cf.[mED 11U7EB: RumtENcs PAGE ➢M•7473 BEFORE US& 77777 Greenback Lane m Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for on individual building component. Suite 1109 citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �f ff is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI) Quality Criteria, DSB-89 and BCSII Building Component M iTek� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. • JUn 5I A It tUMt L)NtN I J, NINUIVIAN AG, IVIIKe DecK O -D -D 3.uuu s Jun to cuuo IymnM1�pu-O5 les, Inc. I nu uec ov Is:vt:aa tuuv rage l A 4x8 M1120 - 1-10-6 B (� 1-10-6 1-10-6 1-10.6 Scale c 1:10.0 THIS TRUSS DESIGN IS FOR BLOCKING PANEL ONLY. LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udefl PLATES GRIP TCLL ' 16.0 Plates Increase ,1.25 TC 0.91 Vert(LL) -0.00 D >999 M1120 •185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.00 D >999 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.00 C ' n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min Vdefl = 360 Weight: 10 Ib LUMBER h BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 1-10-6 oc purlins, except end verticals. BOT CHORD 2 X 4 DFSYP No.2 BOT. CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD *Except* A -C 2 X 4 HFSPF No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT . LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) D=80/0-3-8, C=80/0-3-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz D=77(load'case 5) Max Uplift D=-1663(load case 10), C=1663(load case 11) Max Grav D=1756(load case 7). C=1756(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -D=-64, A -B=O, B -C=-64 BOT CHORD C -D=0 WEBS A -C=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. ?,()FESS/,, 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per ��Q Table No. 16-B, UBC -97. 4) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 1072.4 plf. 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Goveming Jurisdiction. / LOADCASE(S) Standard N0. C66424 * EXP, 6-30-06 CIVII- �rFOF CAI.I January 3,2005 A WARNING - 9'.r(& design parameters nM READ NOTES GN Tws AND iNcLUDED MrTER REPERENC73 PADS AM -7473 DRIMRS USE. 7777 Greenback lane m Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicabilityof design aramenters and proper incorporation of component is res nsibni of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610_ 9 P P P rPa P Pa N 99 9 � is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, A of the � �� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPil Quality Criteria. DSB-89 and BCSII Building Component M ITekm Safety Information available from Truss Plate Institute. 563 D'Onofrio Drive. Madison, 53719. Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS814744337 rLOob T-30 SO4 FLAT 1 1 Job Reference (optional) • JUn 5I A It tUMt L)NtN I J, NINUIVIAN AG, IVIIKe DecK O -D -D 3.uuu s Jun to cuuo IymnM1�pu-O5 les, Inc. I nu uec ov Is:vt:aa tuuv rage l A 4x8 M1120 - 1-10-6 B (� 1-10-6 1-10-6 1-10.6 Scale c 1:10.0 THIS TRUSS DESIGN IS FOR BLOCKING PANEL ONLY. LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udefl PLATES GRIP TCLL ' 16.0 Plates Increase ,1.25 TC 0.91 Vert(LL) -0.00 D >999 M1120 •185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.00 D >999 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.00 C ' n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min Vdefl = 360 Weight: 10 Ib LUMBER h BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 1-10-6 oc purlins, except end verticals. BOT CHORD 2 X 4 DFSYP No.2 BOT. CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD *Except* A -C 2 X 4 HFSPF No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT . LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) D=80/0-3-8, C=80/0-3-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz D=77(load'case 5) Max Uplift D=-1663(load case 10), C=1663(load case 11) Max Grav D=1756(load case 7). C=1756(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -D=-64, A -B=O, B -C=-64 BOT CHORD C -D=0 WEBS A -C=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. ?,()FESS/,, 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per ��Q Table No. 16-B, UBC -97. 4) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 1072.4 plf. 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Goveming Jurisdiction. / LOADCASE(S) Standard N0. C66424 * EXP, 6-30-06 CIVII- �rFOF CAI.I January 3,2005 A WARNING - 9'.r(& design parameters nM READ NOTES GN Tws AND iNcLUDED MrTER REPERENC73 PADS AM -7473 DRIMRS USE. 7777 Greenback lane m Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicabilityof design aramenters and proper incorporation of component is res nsibni of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610_ 9 P P P rPa P Pa N 99 9 � is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, A of the � �� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPil Quality Criteria. DSB-89 and BCSII Building Component M ITekm Safety Information available from Truss Plate Institute. 563 D'Onofrio Drive. Madison, 53719. Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS 4 for lateral support of individual web members only..Additional temporary bracing to insure stability during construction 6 the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult , ANSI/rPll Quality Criteria. DSB-69 and BCSII Building Component R14744338 , LOT -30 S05 FLAT 2 1 Job Reference (optional) JUN 5 I A I t I.VMF'UNtN I b, MINIaMAN AL, Mlxe DecK 0-0-0 a.uuv s Jun tf/uua jib WbC„�f1_Tsines, Inc. I nu Uec ou 1 d:4L:J`J zuu4 rage 1 A 4x8 M1120 �8��'0-(�MV i i 1-8-14 i Scale = 1:10.0 THIS TRUSS DESIGN IS FOR BLOCKING PANEL ONLY. 0 -0 ave nnu�n 8 1-8-14 eve usnn — 1-8-14 C s LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.97 Vert(LL) -0.00 D >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 SC 0.17 Vert(TL) -0.00 D >999 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.00 C n/a BCDL . 10.0 Code UBC97/ANS195 1st LC LL Min Vdefl = 360 Weight: 10 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 1-8-14 oc purlins, except end verticals. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied.or 6-0-0 oc bracing. -- WEBS 2 X 4 HFSPF Stud/STD 'Except' A -C 2 X 4 HFSPF No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS (Ib/size) D=74/0 -3-8;C= 74/0-3-8 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED•IN THE DRAG LOAD NOTE BELOW. Max Horz 0=-112(load case 10) + Max Uplift D=-1785(load case 10), C=-1785(load case 11) Max Grav D=1870(load case 7), C=1870(load case 6) FORCES (lb) - First Load Case Only ` TOP CHORD A -D=-59, A -B=O, B -C=-59 z+ BOT CHORD C -D= -O WEBS A -C= -O NOTES (5) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 It above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. RQFESS/0 3) This.truss has been designed for a 10.0•psf bottom chord live load nonconcurrent with any other live loads per ��Q Table No. 16-B, UBC -97. ' ' Q e C> A. B0 Fac 4) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom �<Cr chord from 0-0-0 to 1-.10-6 for 1072.4 plf. co 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOAD CASES) Standard N C66424 * EXP. 6-30-06 S'T C10. q�FOF CAI.\E�� • January 3,2005 ® WARNING - Vert& design parameters and READ NOTES ON TffiS AND INCLUDED MITER REFERENCE PADS MU -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with Mr7ek connectors. This design 6 based only upon parameters shown, and is for on individual building component. Suite CICitrusHHeeights, C0. 95610—_ Applicability of design paromenters and proper incorporation of component 6 responsibMity of building designer - not truss designer. Bracing shown C= 4 for lateral support of individual web members only..Additional temporary bracing to insure stability during construction 6 the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult , ANSI/rPll Quality Criteria. DSB-69 and BCSII Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ITek Job Truss Truss Type Qty a Ply CHAMPION/LOT 30 THE TRADITIONS TCLL, 16.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.00 D >999 • 814744339 LOT -30 S06 FLAT BC 0.17 Vert(TL) -0.00 D . >999 BCLL ' 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.00 C n/a Job Reference (optional) BCDL • 10.0._ Code UBC97/ANSI95 1st LC LL Min Vdefl = 360 Weight: 11 Ib LUMBER BRACING r TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 1-7.6 oc purlins, except end verticals. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HFSPF No.2 'Except' B -C 2 X 4 HFSPF Stud/STD QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING. STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb/size). D=67/0-3-8, C=67/0-3-8 SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck 5.000 s Jun 9 2003 MMMiTek Industries, Inc. Thu Dec 30 13:42:40 2004 Page 1 Max Grav D=2597(load case 7), C=2597(load case 6) 0-0-0 1.4 MIN -01I ` TOP CHORD A -D=-54, A -B= -O, B -C=-54 5x8 M1120 = 1.7-6 - B - - .. WEBS A -C=0 • 1-7-6 r Scale: Val' 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 1,- SCF ESS/, 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC N. Bpi -97. Q� �C THIS TRUSS DESIGN IS FOR BLOCKING PANEL ONLY. X44 �. .Q chord from 0-0-0 to 1-10-6 for 1072.4 ptf. to be by Engineer Record Governing Jurisdiction. 2 0 NO.. C66424 .0 Job Truss Truss Type Qty a Ply CHAMPION/LOT 30 THE TRADITIONS TCLL, 16.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.00 D >999 • 814744339 LOT -30 S06 FLAT BC 0.17 Vert(TL) -0.00 D . >999 BCLL ' 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.00 C n/a Job Reference (optional) 4x4 M1120 11 1.7-6 5x8 MII20 0 - 176 LOADING (psf) SPACING 2-0-0 CSI DEFIL In, (loc) I/deft PLATES GRIP TCLL, 16.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.00 D >999 M1120 185/148 TCDL • 25.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.00 D . >999 BCLL ' 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.00 C n/a BCDL • 10.0._ Code UBC97/ANSI95 1st LC LL Min Vdefl = 360 Weight: 11 Ib LUMBER BRACING r TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 1-7.6 oc purlins, except end verticals. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HFSPF No.2 'Except' B -C 2 X 4 HFSPF Stud/STD QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING. STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb/size). D=67/0-3-8, C=67/0-3-8 Max Horz D=-220(load case 10) Max Uplift D=-2518(load case 10), C=-2518(load case 11) Max Grav D=2597(load case 7), C=2597(load case 6) FORCES (lb) -First Load Case Only. TOP CHORD A -D=-54, A -B= -O, B -C=-54 BOT CHORD C -D=0 WEBS A -C=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. r SCF ESS/, 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC N. Bpi -97. Q� �C 4) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom X44 �. .Q chord from 0-0-0 to 1-10-6 for 1072.4 ptf. to be by Engineer Record Governing Jurisdiction. 2 5) Loads, spacing, bracing and application reviewed of and/or NO.. C66424 A LOAD CASE(S) Standard -30-06 , *, SX CIVIC 9�FOF CAOI • January 3,2005 ® WARMNO - Verlb design parameters and READ NOTES ON TWS AND D7CUMED Mn7K REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with MiTek connectors. This design 4 based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610 vw • Applicability of design arvidual rs and ro incorporation n component is responsibility of peri not buss designer. Bracing shown h N g p proper p fY g g g g rs al stability const is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the �� erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component t0 MiTek Safety Information available from Truss Plate Institute, 56.1 D'Onohto Drive, Madison. WI 53719. - + Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS R14744340 LOT -30 S07 FLAT 2 1 Job Reference (optional) JUN •1. I A I C I.urviruIVCIV 1 J, mlim%alvu/um ML, IVIIRC uwIi 0-0-0 1.5xII +— J.uvv a Jull c vJ Iv 4 MII 4XSMI120 '- 1-10.6 B` I 1-10-6 Scale: 1•=1, HIS TRUSS DESIGN IS FOR BLOCKING PANEL ONLY. 1Ea -0 - 3x4 MII20 II 1-10-6 4x8 MII20 = i 1-10-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.00 • D >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.00 D >999 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.00 C n/a - BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min I/defl = 360 Weight: 12 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 1-10-6 oc purlins, except end verticals. - BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HFSPF No.2 'Except B -C 2 X 4 HFSPF Stud/STD QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) . D=80/0-3-8, C=80/0-3-8- SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. ' Max Horz D=101(load case 5) Max Uplift D=-2177(load case 10), C=-2177(load case 11) Max Grav D=2270(load case 7), C=2270(load case 6) ` FORCES (lb) - First Load Case Only TOP CHORD A -D=-64, A -B=O, B -C=-64 BOT CHORD C -D=0 WEBS A -C=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95.If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to'prevent water ponding.FESS 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per �OQR� /��91 Table No. 16-B, UBC -97. �,s A. Boo- Fac 4) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom ��4 chord from 0-0-0 to 1-10-6 for 1072.4 pit. CO 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. LOADCASE(S) standard NO. C66424 A * EXR 6-30-06 s'p CIV1\� OFCALVE t January 3,2005 ®. WARMNO - Verj )p design parameters and READ NOTES ON THIS AND INCLOD&D AIIT&R REFERENCE PADS MU -7473 BEPOR& USE, 7777 Greeny. Lane - Design valid for use only with Mifek connectors. This design 4 based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610�� Applicability of deign paramenters and proper incorporation of component 6 responsibility of building designer - not truss designer. Bracing shown is for lateral support of Irndrvidual web members only. Additional temporary bracing to insure stability during construction's the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricotion,.quolity control, storage. delivery, erection and bracing, consult ANSI/TPII Duality criteria, DSB-89 and BCSII Building Component • Safety Information available from Truss Plate institute. 5B3 D'Onohto Drive, Madison, wl 53719. - ITe SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck D -D-0 5.000 s Jun 9 2003 Aili�Pll,�*s1pes, Inc. Thu Dec 30 13:42:43 2004 Page 1 , A Ulf M1120 = 1-10-6 B of 1-10-6 Scale = 1:10.0 THIS TRUSS DESIGN IS -FOR BLOCKING PANEL ONLY. 10- -0 jXq Minn n 1-10-6 Fra M • . 1-10-6 LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.90 Vert(LL) '-0.00 D l >999 MI120 185/148 TCDL 25.0• Lumber Increase 1.25 BC 0.16 Vert(TL) -0.00 D >999 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.00 C n/a BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min Udefl = 360 Weight: 10 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 1-10-6 oc purlins, except end verticals. BOT CHORD 2 X 4 DFSYP No.2 - BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 'Except' A -C 2 X 4 HFSPF No.2 - QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) D=80/0-3-8, C=80/0 -3 -ti Max Horz D=76(load case 5) Max Uplift D=-1641(load case 10), C=-1641(load case 11) Max Grav D=1734(load case 7), C=1734(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -D=-64, A -B=O, B -C=-64 BOT CHORD C -D=0 WEBS A -C=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 70•mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an . occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. �QFESS/0 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per �P Table No. 16-B, UBC -97. ��'S A. BO& Fac 4) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along, bottom chord from 0-0-0 to 1-10=6 for 1072.4 plf. 2 `' S) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction: LOAD CASE(S) " Standard r r N C66424 * EXR 6-30-06 ' � stl CIVIC ��P F } V � q�FOF CAl.W January 3,2005 ® WARNING • VerVy design parameters and READ N07ES ON 7NT8 AND INCLUDED AUTER MWMWNCE PADS MU -7473 BEFORE OSE. 7777 Greenback Lane Design valid for use only with M1ek connectors. This design a based only upon parameters shown, and is for an individual building component. Suite 109 Applicability g p rpo p responsibility g g g g Citrus Heights, CA, 95610 lil abai of design arvidual rs and proper incorporation component is res nsins of stability ring on • not truss the neo, satin shown rs for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiiliN of Me erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Bulldln Component • Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison, W! 53719. gM!Tek Job Truss , Truss Type, Qty Ply. CHAMPION/LOT 30 THE TRADITIONS ' M - 814744341 LOT -30 SOB - FLAT 2• 1 ' Job Reference (optional) SUN STATE COMPONENTS, KINGMAN AZ, Mike Beck D -D-0 5.000 s Jun 9 2003 Aili�Pll,�*s1pes, Inc. Thu Dec 30 13:42:43 2004 Page 1 , A Ulf M1120 = 1-10-6 B of 1-10-6 Scale = 1:10.0 THIS TRUSS DESIGN IS -FOR BLOCKING PANEL ONLY. 10- -0 jXq Minn n 1-10-6 Fra M • . 1-10-6 LOADING (psf) SPACING 2-0-0 CSI DEFIL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.90 Vert(LL) '-0.00 D l >999 MI120 185/148 TCDL 25.0• Lumber Increase 1.25 BC 0.16 Vert(TL) -0.00 D >999 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.00 C n/a BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min Udefl = 360 Weight: 10 Ib LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 1-10-6 oc purlins, except end verticals. BOT CHORD 2 X 4 DFSYP No.2 - BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HFSPF Stud/STD 'Except' A -C 2 X 4 HFSPF No.2 - QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) D=80/0-3-8, C=80/0 -3 -ti Max Horz D=76(load case 5) Max Uplift D=-1641(load case 10), C=-1641(load case 11) Max Grav D=1734(load case 7), C=1734(load case 6) FORCES (lb) - First Load Case Only TOP CHORD A -D=-64, A -B=O, B -C=-64 BOT CHORD C -D=0 WEBS A -C=0 NOTES (5) 1) This truss has been designed for the wind loads generated by 70•mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an . occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. �QFESS/0 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per �P Table No. 16-B, UBC -97. ��'S A. BO& Fac 4) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along, bottom chord from 0-0-0 to 1-10=6 for 1072.4 plf. 2 `' S) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction: LOAD CASE(S) " Standard r r N C66424 * EXR 6-30-06 ' � stl CIVIC ��P F } V � q�FOF CAl.W January 3,2005 ® WARNING • VerVy design parameters and READ N07ES ON 7NT8 AND INCLUDED AUTER MWMWNCE PADS MU -7473 BEFORE OSE. 7777 Greenback Lane Design valid for use only with M1ek connectors. This design a based only upon parameters shown, and is for an individual building component. Suite 109 Applicability g p rpo p responsibility g g g g Citrus Heights, CA, 95610 lil abai of design arvidual rs and proper incorporation component is res nsins of stability ring on • not truss the neo, satin shown rs for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiiliN of Me erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Bulldln Component • Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison, W! 53719. gM!Tek Job Truss , Truss Type, Qty Ply. CHAMPION/LOT 30 THE TRADITIONS ' M - 814744341 LOT -30 SOB - FLAT 2• 1 ' Job Reference Job Truss Truss Type Qty Ply CHAMPION/LOT 30 THE TRADITIONS (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase R14744342 LOT -30 S09 FLAT 2 1 25.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.00 D >999 Job Reference (optional) Aum.>I AIC LuMrVIVCI`41J, r%ii4VIv^i,,i M ,rvimv outn 0 0 0 ,,.•.•,r.. .,r.,, = A U8141120 rt -3-10 a i 1-3-10 1-3-10 1-3-10 Scale = 1:10.0 THIS TRUSS DESIGN IS FOR BLOCKING PANEL ONLY. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.00 D >999 M1120 185/148 TCDL 25.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.00 D >999 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.00 C n/a BCDL 10.0 Code UBC97/ANSI95 1st LC LL Min I/defl = 360 Weight: 8 lb LUMBER BRACING TOP CHORD 2 X 4 DFSYP No.2 TOP CHORD Sheathed or 1-3-10 oc purlins, except end verticals. BOT CHORD 2 X 4 DFSYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HFSPF No.2 `Except ` B -C 2 X 4 HFSPF Stud/STD QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) D=52/0-3-8, C=52/0-3-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz D=-468(load case 6) Max Uplift D=-2360(load case 10), C=-2360(load case 11) Max Grav D=2420(load case 7), C=2420(load case 6) FORCES (lb) - First Load Case Only t TOP CHORD A -D=-41, A -B=O, B -C=-41 BOT CHORD C -D=0 WEBS - A -C= -O NOTES (5) 1) This truss has been designed for the wind loads generated by 70 mph winds at 30 ft above ground level, using 14.0 psf top chord dead load and 8.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. RQFESS/� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per QQ Nq� Table No. 16-B, UBC -97. Q�'�CGS A. BpFac 4) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 1072.4 plf.. GO 5) Loads, spacing, bracing and application to be reviewed by Engineer of Record and/or Governing Jurisdiction. / f LOAD CASE(S) Standard N C66424 A * EXP. 6-30-06 rSJ CIVIC- gTFCF CA1.1 January 3,2005 ® WARma - ver{/y design parameters and READ NOTES ON Tms AND DJcLUDED wrEE REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MTek connectors. Thisdesign isbased only upon parameters shown, and is for an individual building component. Suite 109Citrus Heights, CA, 95610�� Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not tenn s designer. Bracing show is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity, of the ' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCSII Building Component M iTekm Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, VA 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4 •Center plate joint unless x, y offsets are indicis ated. Dimensions are in ft -in -sixteenths. 6-4-8 dimensions shown in ft -in -sixteenths Damage or Personal Injury - for truss Apply plates to both sides of truss - 1. Additional stability bracing system, e.g. and securely seat. diagonal or X -bracing, is always required. See BCSI1. /tb 2. Never exceed the design loading shown and never braced trusses. 1 2 3 stack materials on inadequately TOP CHORDS - c1-2 c2-3 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and WEBS Sz, all other interested parties. ��' U �� p 4. Cut members to bear tightly against each other. For 4 x 2 orientation, locate U pb M plates 0-'Q' from outside 0- " U 5. Place plates on each face of truss at each edge of truss. O joint and embed fully. Knots and wane at joint - c�a ce c" BOTTOM CHORDS ~ locations are regulated by ANSI/TPI1. *This symbol indicates the 7 -6 5 6. Design assumes trusses will be suitably protected from required direction of slots in required the environment in accord with ANSI/TPI1. connector plates. - 7. Unless otherwise noted, moisture content of lumber • Plate location details available In MITek 20/20 - shall not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE.TRUSS STARTING AT THE JOINT FARTHEST TO 8: Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is a non-structural consideration and is the 4 X The first dimension is the width to Second NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to perpendicular slots. camber for dead load deflection. dimension is the length parallel to slots. 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 in all respects, equal to or better than that specified. output. Use T, I or Eliminator bracing if indicated. ICBO 4922, 5243, 5363, 3907 12. Top' chord s must be sheathed or purlins provided at spacing shown on design. _ BEARING SBCCI 9667, 9730, 96048, 9511, 9432A 13. Bottom chords require lateral bracing at 10 ft. spacing, Indicateslocation where bearings or less, if no ceiling is installed, unless otherwise noted. (supports) occur. -Icons vary but 14. Connections not shown are the responsibility of others. reaction section indicates joint ® number where bearings occur. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. Industry Standards:- ® Mi Lek ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for.Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.. MITek Engineering Reference Sheet: Mll-7473 © 2004 MITek® W W