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05-3223 (AR) (STRUCTURAL CALCS)14' VICE MAUIPH) TITLE 24 ENERGY CALCULATIONS, INC. 7544 E. SADDLEHILL TRAIL, ORANGE, CA 92869 (714) 771-1507 June 22, 2005 Owner: Mr. & Mrs. Simms 1824 The Strand Hermosa Beach, CA 90254 Designer: Mr. & Mrs. Simms 1824 The Strand Hermosa Beach, CA 90254 �I OF LAQUINTA Project: Exercise Room Addition - 78371 Talkin RbcUkildG &SAFETY DEPT. Tradition . - Lot #58 APPROVED La Quinta, California FOR CONSTRY)CTION DATE-A10--c- STATEMENT ATE'-�! 0 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, 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 nrrrNR 98-90-528 _� R 98-90-136 Energy Consultants Prepared By: ick Maurer Energy Plans Examiner Certificate No. RES -88-1006 and NRE-88-1052 California State License No. 502290 C20 ** SUMMARY SHEET " Project: Mr. & Mrs. Simms -- La Quinta, CA Zone: 15 "Tradition" Lot 58 Wall Insulation: R-21 (Min. 2X6 Walls Required) in All New Construction Ceiling Insulation: R-38 in All New Construction ' Radiant Foil Barrier: Required @ Roof over New Conditioned Space Raised Floor Insulation: N/A Slab Edge Insulation: None Glazing Type: All glass. is DUAL PANE with High Performance Low -E Glass except the following: (See Notes) *" Existing Unaltered Glass Hard Surface Flooring: None Required . Minimum Furnace AFUE: Existing or 80% AFUE If New Minimum Heating Capacity: Existing Furnace Minimum A/C SEER: Existing or 12.0 SEER If New A/C Tonnage: Existing A/C Duct Insulation: Minimum R-8.0 insulation is required on new ducts in unconditioned spaces. Note(s): 1) Use the existing water heater per the owner's request. 2) Use the existing HVAC system per the owner's request with new registers and R=8.0 insulated ducts as necessary. 3) The new windows and glass doors can have metal frames with an NFRC b -factor of .60 or less and a SHGC of .40 or less with high performance Low -E glass. MANDATORY MEASURES CHECKLIST: RESIDENTIAL (Page 1 of 2) M&M 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. VF-aIFY MIN • ON C.F•11z § 150(b): Loose fill insulation manufacturer's labeled R -Value. § 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -Factor in metal frame walls ✓ does not apply to exterior mass walls). VERIFY MIN. ON Cr -- a §150(d): Minimum R-13 raised floor insulation in framed floors.vERIFY MIN -0o C.F-m Ve § 150(1) : Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no N0T =f-%, 0. greater than 2.0 emt/inch. t� G § 118: Insulation specified or installed meets insulation quality standards. Indicate type and form. § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls I. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field -fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. § I50(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. NOT R%C). § 150(f): Special infiltration barrier installed to comply with § 151 meets Commission quality standards. MOT QEQb, § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door V 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-§113: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. ✓ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. §150(i): Setback thermostat on all applicable heating and/or cooling systems. §1500): Pipe and tank insulation 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 (114 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 intemaUexternal insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55° F insulated- (TABLE 1-T) REFER. SUCTION LINE MIN. R-3 INS. insulated indirect 6. Piping between heating source and 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 1. 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 181 A, 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 REQrQ Lighting Measures: §150(k)l.: Luminaires for general lighting in kitchens shall have lamps with an efficacy of40lumens/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 §I50(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 and 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 -1R), 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: 1. 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. 116 (b) (F) Joints and other openings in the building envelope that are potential sources of air leakage shall be caulked, gasketed, weather-stripped, or otherwise sealed to limit infiltration and exf ltration. Sec. 117 (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 i 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,tban the cut-off temperature for supplementary heating. Sec. 1,12 (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) (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 set back the thermostat set points for at least 2 periods within 24 hours. Sec. 150 (i) (K) The air handling duct system shall be constructed, 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) 1 (l) 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 0) 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 181A, or UL 181B including collars, connections and splices. 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. 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) 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. I -T. 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) s (U) Any new low-rise residential building shall meet the following minimum requirements: 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 wall and.accounting for the effects of framing members. (088 Max.) 4. Raised Floor Insulation. Raised floors 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 hat would result from installing R-13 insulation between framing members and accounting for the effects of framing members. (.064 Max.) Sec. 150 (a) -(d) 0 (V). Systems, equipment, and building components listed below may be installed only if - L' 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 INSULATION CERTIFICATE IC -1 Site Address Number and Street County Description of Installation 1. ROOF Material Thickness (inches) 2. CEILING Subdivision Permit Number "City Lot Number Brand Name Thermal Resistance (R -Value) Batt or Blanket Type Brand Name Thickness (inches) Thermal Resistance (R -Value) _ Loose Fill Type Brand Contractor's min installed weight/ft' lb 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 conformance 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.......... Mr. & Mrs. Simms Addition Dat e..06/22/05 10:24:30 Project Address........ Tradition - Lot 58 ******* La Quinta, California *v6.01* Documentation Author... Rick Maurer ******* Bu Ing 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-SIMMSI Wth-CTZ15S92 Program -FORM CF -1R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Room Addition/Remodel 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..... Component Type Wall RoofRadiant S1abEdge Orientation 440 sf Single Family Detached Addition Alone Front Facing 45 deg (NE) 0.12 1 Slab On Grade 19.1 % of floor area 0.6 Btu/hr-sf-F 0.4 10 ft BUILDING SHELL INSULATION Frame Cavity Sheathing Total Assembly Type R -value R -value. R -value U -factor Location/Comments Wood R-21 R-n/a R-21 0.059 Left 2x6 Wall Back 2x6 Wall Right 2x6 Wall Wood R-38 R-n/a R-38 0.029 Vented Attic None R-0 R-0 F2=0.760 To Outside FENESTRATION i Window Left Window Back Door Back Over - Interior Area U- Shading Shading (sf) Factor SHGC (SE) 36.0 0.600 0.400 (SW). 24.0 0.600 0.400 (SW) 24.0 0.600 0.400 Over - Interior Exterior hang/ Shading Shading Fins Standard Standard Yes Standard Standard Yes Standard Standard Yes SLAB SURFACES „ Area Slab Type (sf) Standard Slab 440 CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R Project Title.......... Mr. & Mrs. Simms Addition Date..06/22/05 10:24:30 MICROPAS6 v6.01 File-.SIMMSI Wth-CTZ15S92 Program -FORM CF -1R User#-MP0357 User -Rick Maurer Title 24, Inc 'Run -Room Addition/Remodel 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-8 No No ,Setback ACSplit 12.00 SEER No Attic R-8 No No Setback SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans,.*** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates a Radiant Barrier. The radiant barrier must have an emissivity less than or equal to 0.05, must be installed to cover the roof trusses'; rafters,'gable end walls and other vertical attic surfaces, and must meet attic ventilation criteria. This building incorporates non-standard Duct R -value. REMARKS 1) Use the existing water heater per the owner's request. 2) Use the existing HVAC system per the owner's request with new registers and R-8.0"in6ulated ducts as necessary." 3) The new windows and glass doors can have metal frames with an NFRC'U-factor of .60 or less and a SHGC of .40 or less with high performance Low=E glass. y CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R Project Title.......... Mr. & Mrs. Simms Addition Date..06/22/05 10:24:30 MICROPAS6 v6.01 File-SIMMSI Wth-CTZ15S92 Program -FORM CF -1R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Room Addition/Remodel COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features Modeling Assumptions section. DESIGNER or OWNER Name.... Mr. & Mrs. Simms Company. (Owners) Address. 1824 The Strand Hermosa Beach, CA 90254 Phone... (310) 376-5596 License.. Signed.. ate ENFORCEMENT AGENCY Name.... Title... Agency.. i Phone... Signed... date DOCUMENTATION AUTHOR Name.... Rick Maurer Company. Rick Maurer Title 24, Inc. Address. 7544 E Saddlehill Trail Orange, CA 92869 Phone... 714-771-1507 Signed.. at 5 COMPUTER METHOD SUN24ARY Page 1 C -2R Project Title.......... Mr. & Mrs. Sims Addition Date..06/22/05 10:24:30 -Project Address........ Tradition - Lot 58 ******* 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-SIMMSI Wth-CTZ15S92 Program -FORM C -2R,.. - User#-MP0357 User -Rick Maurer Title 24, Inc Run -Room Addition/Remodel Zone Type HOUSE Residence .GENERAL INFORMATION Conditioned''Floor Area..... 440 sf Building Type .............. Single Family Detached Construction Type Addition Alone Building Front Orientation. Front Facing 45 deg (NE) Number of Dwelling Units... 0.12 Number of -Building Stories. 1 Weather Data Type.......... ReducedYear Floor Construction Type.... Slab On Grade Number of Building Zones.... 1 Conditioned Volume......... 4400 cf Slab -On -Grade Area......... 440 sf Glazing.Percentage......... 19.1 % of floor area Average Glazing U -factor..: 0.6 Btu/hr-sf-F Average Glazing SHGC....... 0.4 Average Ceiling Height..... 10 ft BUILDING ZONE INFORMATION Floor Area -Volume (sf) (cf) 440. 4400 # of Dwell Cond Thermostat Units itioned Type 0.12 Yes Setback Vent *Vent Height Area (ft) (sf) 2.0 Standard. Air Leakage Credit No MICROPAS6 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating.... ..... 4.62 3.32 1.30 Space Cooling.......... 42.36 43.19 -0.83 Total 46.98 46.51 0.47 ***,Water Heating not calculated *** Zone Type HOUSE Residence .GENERAL INFORMATION Conditioned''Floor Area..... 440 sf Building Type .............. Single Family Detached Construction Type Addition Alone Building Front Orientation. Front Facing 45 deg (NE) Number of Dwelling Units... 0.12 Number of -Building Stories. 1 Weather Data Type.......... ReducedYear Floor Construction Type.... Slab On Grade Number of Building Zones.... 1 Conditioned Volume......... 4400 cf Slab -On -Grade Area......... 440 sf Glazing.Percentage......... 19.1 % of floor area Average Glazing U -factor..: 0.6 Btu/hr-sf-F Average Glazing SHGC....... 0.4 Average Ceiling Height..... 10 ft BUILDING ZONE INFORMATION Floor Area -Volume (sf) (cf) 440. 4400 # of Dwell Cond Thermostat Units itioned Type 0.12 Yes Setback Vent *Vent Height Area (ft) (sf) 2.0 Standard. Air Leakage Credit No COMPUTER METHOD SUMMARY Page 2 C -2R Project Title.......... Mr. & Mrs. Simms Addition Date..06/22/05 10:24:30 MICROPAS6 v6.01 File-SIMMSI Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Room Addition/Remodel Surface HOUSE - New 1 Wall 2 Wall 3 Wall 4 RoofRadiant Surface OPAQUE SURFACES Area U-. Insul Act Solar Form 3 Location/ (sf) factor R-val Azm Tilt Gains Reference Comments Type/SHGC HOUSE - New 84 0.059 21 135 90 Yes None Left 2x6 Wall 332 0.059 21 225 90 Yes None Back 2x6 Wall 120 0.059 21 315 90 Yes None Right 2x6 Wall 440 0.029 38 n/a 0 Yes None Vented Attic ` PERIMETER LOSSES Length F2 Insul Solar (ft) Factor R-val Gains Location/Comments HOUSE - New 5 SlabEdge 62' 0:760 R-0 No To Outside FENESTRATION SURFACES Surface HOUSE - New 1 Window 2 Window 3 Door OVERHANGS AND SIDE FINS Window— Overhang Left Fin Right Fin— Area Left Rght (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 36.0 n/a 6.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 24.0 n/a 4.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 24.0 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 440 Area U- Act Exterior Shade Interior Shade Orientation (sf) factor SHGC Azm Tilt Type/SHGC Type/SHGC HOUSE - New 1 Window Left (SE) 36.0 0.600 0.400 135 90 Standard/0.76 Standard/0.68 2 Window Back (SW). 24.0 0.600 0.400 225 90 Standard/0.76 Standard/0.68 3 Door Back (SW) 24.0 0.600 0.400 225 90 Standard/0.76 Standard/0.68 Surface HOUSE - New 1 Window 2 Window 3 Door OVERHANGS AND SIDE FINS Window— Overhang Left Fin Right Fin— Area Left Rght (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 36.0 n/a 6.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 24.0 n/a 4.0 2.0 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 24.0 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 440 COMPUTER METHOD SUMMARY Page 3 C -2R. Project Title.......... Mr. & Mrs. Simms Addition Date.".06/22/05 10:24:30 MICROPAS6 v6.01 File-SIMMSI Wth-CTZ15S92Program-FORM C -2R User#-MP0357 User -Rick Maurer Title 24, Incl Run -Room Addition/Remodel HVAC SYSTEMS This building incorporates a Radiant Barrier. The radiant barrier must have an emissivity less than or equal to 0.05, must be installed to cover the roof trusses, rafters, gable end walls and other vertical attic surfaces, and must meet attic ventilation criteria. This building incorporates non-standard Duct R -value. REMARKS 1) Use the existing water heater per the owner's request. 2) Use the existing HVAC system'per the owner's request with new registers and R-8.0 insulated ducts as necessary. 3) The new windows and glass doors can have metal frames with an NFRC U -factor of .60 or less -and a SHGC of .40 or less with high performance Low -E glass. Refrigerant Tested ACCA System Minimum Charge and Duct Duct Duct Manual Duct Type Efficiency Airflow Location R -value Leakage D Eff HOUSE Furnace 0.800 AFUE n/a Attic R-8 No No 0.788 ACSplit 12.00 SEER No Attic R-8 No No 0.678 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates a Radiant Barrier. The radiant barrier must have an emissivity less than or equal to 0.05, must be installed to cover the roof trusses, rafters, gable end walls and other vertical attic surfaces, and must meet attic ventilation criteria. This building incorporates non-standard Duct R -value. REMARKS 1) Use the existing water heater per the owner's request. 2) Use the existing HVAC system'per the owner's request with new registers and R-8.0 insulated ducts as necessary. 3) The new windows and glass doors can have metal frames with an NFRC U -factor of .60 or less -and a SHGC of .40 or less with high performance Low -E glass. HVAC SIZING Page 1 HVAC Project Title.......... Mr. & Mrs. Simms Addition Date..06/22/05 10:24:30 ******* Project Address........ Tradition - Lot 58 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-SIMMSI Wth-CTZ15S92 Program -HVAC SIZING User#-MP0357 User -Rick Maurer Title 24; Inc Run -Room Addition/Remodel GENERAL INFORMATION Floor Area ................. Volume.. . ............ Front Orientation.......... Sizing Location............ Latitude... • .. ........ Winter OutsideDesign...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design....... Summer Range..... ... Interior Shading Used...... Exterior Shading Used...... Overhang Shading Used...... Latent Load Fraction....... Description 440 sf 4400 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 45 deg (NE) Heating Cooling (Btuh) (Btuh) Opaque Conduction and Solar...... 3477 Glazing Conduction ............... 1915 Glazing Solar .................... n/a Infiltration ..................... 3142 Internal Gain .................... n/a Ducts.... .. ................... 853 Sensible Load .................... 9388. Latent Load....... ............... n/a Minimum Total Load 9388 1337 1714 2484 2065 696 830 9126 2738 11864 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. MICnOPAS5 Table 2-2. Standard U-alues of Mood Frame Roofs/Ceilings and Roof/Ceiling Framin¢ Refercncr' Insulation Spacing Name U -Value R-03 16" o.c. R-0 2X6.16 0.299 R-03 24' o.c. R.0.2X4.24 0.306 8-113 16" o.c. R.I I. X6.16 0,077 R-113 24' o.c. R.1l-ZX4.24 0.076 R-133 16" o.c. R 13?X6.16 0.069 R- 133 24' o.c. R. 13.2.X,.24 0.068 R-19 16" o.c. R.19.2X8.16 0.051 R-19 24" o.c. R. 19-2X4.24 0.047 R-22 16" o.c. R.22.2X I0.16 0.044 R-22 24' o.c. R 22.2X4.24 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-30 24'* o.c. R.30.2X4.24 0.031 R-38 16" o.c. R.38.2X I2. l6 0.029 R-38 16" o.c. R.38.2X 14.16 0.028 R-38 24" o.c. R.38.2XI4.24 0.025 R-49 16" o.c. R.49.2X4.16 0.019 R-49 24" o.c. R.49.2X4.24 0.019 Nall Insulation R-03 16" o.c. %V -0.2X4.16 0.386 R-03 24" o.c. W -0.2,X4.24 0.393 R-73 16" o.c. W.7?X4.16 0.130 R-73 24" o.c. W.7.2X4.24 . 0.127 � .R-1 1. 16" o.c. W.I 1.2X4.16 0.098 R-1 13 24" o.c. W-11. \- -". '_4 0.094 R-13 16" o.c. W.I3.2X4.16 0.088 R-13 24" O.C. W -132X4 24 0.085 R-15 16" o'.c. W. 15.2X4.16 0.08 t R-15 24" o.c. _ W. 15.2.X'.24 0.077 R-19 16" o.c. W. 19.2X6.16 0.065 R-19 24" o.c. W. 19-2X6.2-4 0.063 R-21 16" o.c. W -21.2X6.16 0.059 R-21 24" o.c. w.Z12X6.24 0.056 R-25 16" O.C. W.25.2X6.16 0.046 R-29 16", o.c. W.29?X4.16 0.035 Solidcore wood D.O.SOV 0.330 door (no insulation) 1. Based on ASHRAE Parallel heat Flow Calculation. ASHRAE Handbook of Fundamentals. 2. These Reference Names are taken from Appendix H of the Residentialmanual. 3. Does .not meet the minimum level required as a mandatory measure (see Part 2.2 of the Residettrial Afanual). 4. Roof/ceiling assemblies whose reference names list 2x4 framine include an attic soace_ 2 1 3 4 COMPLIANCE 061101,99 m 1999 b Enercom ,Inc Y P ChapterZ INPUT REFERENCE Table 24. Standard U -values of Wood Foant Panel RoofIlCedings and Wallsi Table 2-3. Standard U -values of hood Frame Raised Floorst Framino Reference' - Floor Spacing Name U -Value Reference -- 48" o.c. RP. 14.2X4 0.064 Insulation Condition Name U -Value R-03 No crawlspace FXO.2X6.16 0. 239 R-03 Crawlspace FCO.2X6.16 0.097 R-113 N� No eraw•Ispace FXI 1.2X6.16 0.071 R-1 13 Crawlspace FCI 1.2X6.16 0.049 R-13 No craw•Ispace FX 13.2X6.16 0.064 R-13 Crawlspace FC13 2X6.16 0.046 R-19 . No crawlspace FX19.2X8.16 0.048 R-19 Crawlspace FC 19.2X8.16 0.037 R-21 No craw•lspace FX21.2X8.16 0.045 R-21 Craw (space FC21 ?X8.16 0.035 R-30 No craw•lspace FX30.2X10.16 0.034 R-30 Crawlspace FC30.2X 10.16 0.028 I . Based on ASHRAE Parallel heat Flow Calculation. ASHRAE Handbook of Fundamentals. 2. The Names C'i%•en to the standard assemblies used to calculate these U -values in Appendix H of the Residential fall un/. 3. Does not meet the minimum level required as a mandator• .t measure (see Part 2.2 of the Residential Ma,re,al). Table 24. Standard U -values of Wood Foant Panel RoofIlCedings and Wallsi Roof/Ceiling Framino Reference' - Insulation Spacing Name U -Value R-143 48" o.c. RP. 14.2X4 0.064 R-22 48- o.c. RP.22.2X6.48 0.044 R-28 48- o.c. RP.28.2X8.48 0.035 R-36 48- o.c. tP.361XIOA 0.028 %Vail Insulation 0.76 R-1 S 48" o.c. WP. 14.2X4.48 0.071 R-2222 48" O.C. WP.22.2X6.48 0.049 1. Based on ASHRAE Parallel heat Flow Calculation. ASHRAE Handbook of Fundamentals. 2. The names given to the standard assemblies used to calculate these U-valucs in Appendix H of the Residential .ifall ual. :. Does not meet the minimum level required as a mandatory 0.51 measure (see Patz 2.2 of the Residential Afanual). 0 1999 by Enercomp, Inc. 06,/10/99COIvIPLlANCE 2-3 5 Table 2-5. Slab Edge Heat Loss Rate. (F2 Factor) Insulation R -Value Insulation Depth (in.) R-0 R-3 R-5 R-7 0 0.76 0.76 0.76 0.76 8 0.76 0.66 0.64 0.64 12 0.76 0.62 0.58 0.56 18- 0.76 0.58 0.54 0.51 24 0.76 0.57 0.53 0.50 0 1999 by Enercomp, Inc. 06,/10/99COIvIPLlANCE 2-3 5 MiCROPAS5 Table 2-6. Default Fenestration Product U -Values (this table to be used by manufacturer's to establish a U- value rating without perfonrance testing) Single Pane Double Pane Frame Type) Product Type U -value U -value= Metal Operable 1.28 0.87 Metal Fixed 1.19 0.72 ;Metal GreenhouselGarden window 2.26 1.40 !Metal Doors 1.25 0.85 Metal SkvIight 1.72 0.91 Metal, Thermal Break Operable 0.71 Metal. Thermal Break Fixed 0.60 Metal, Thermal Break Grecnhouse/Garden window 1,12 Metal, Thermal Break Doors Metal, Thermal Break Skvlichc Non -?Metal Operable 0.9 tr Non -Metal Fixed eo •a g6 e Non -Metal Doors y tit of Non -Metal Greenhouse/Gardcn Setia q0 Non -Metal Ski li-ht 3r ba SSGC o£ 0.68 I. Metal includes any - o�0 ata a cladding. Non-metal framed manufactured 00 &0 0 00 • dins must add 0.01 to the listed U - value. ' g1a o't gla etal fasteners, hardware, and door thresholds. ape 60 01p -S ctenstics are: raovl9os O£ Ge 1' the :hermal break must have a thermal conductivity of not # �1 aGt 3r tu-inch/hr/ft2i=F. ase C ti's e� e to rmal break must produce a gap of not less than 0.210". and Zr �g nlgb 4 Il metal members of the fenestration product exposed to interior and exterior air must incorporate a thermal • '� break meeting 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 glazed fenestration products, adjust the listed U -values as follows: a. Subtract 0.05 for spacers of 7/16" or wider. b. Subtract 0.05 for products certified by the manufacturer as low -E glazing. C. Add 0.05 for products with dividers between panes if spacer is less than 7/16' wide. d. Add 0.05 to any product with true divided lite (dividers through the panes). Cc�/" Note: - C-1•clues/Operator, hpes: The default U -value of a fenestration product changes based on the operator n pe. For example, a sliding-type window will have a different U -value than a fired ticindow that is otherwise identical (see Table 2.6) As the U -value, orientation, tilt, shading derive, solar hear gain coefficient. overhang and fin cottfrguration are all input variables. it is recommended that each »•indoor• of a building be entered into M/C•ROPAS individually. 2-38 COMPLIANCE 06/10/99 0 1999 by Enercomp, inc Chapter 2: INPUT REFERENCE Dote - Labeling: As of lanuan• 1, 1993, all fenestration products used for nes%•, retrofit or remodel construction, ,nust display a label stating the svindow lines performance. Beginning in July 1999, the only exception to labeling is for field fabricated fenestration products. These are products constructed at the building site from materials not cut or forned with the intention of making a fenestration product. All other products must be labeled with a CFC Default or IVFRC-rated U -value and solar heat gain coe frcient (see Table 2-6 and Table 2-7). Table 2-7. Default Solar Heat Gain Coeicient Frame Type Product Metal Operable Metal Fixed :Metal Operable Metal Fixed :Metal, Thermal Break Operable Metal, Thermal Break Fixed Metal. Thermal Break Operabie Atetal, Thermal Break Fixed Non-Atetal Operable Iron -?Metal Fixed Non -Metal Operable Non -Metal Fi xcd SHGC = Solar Heat Gain Coefficient .dote — Lox• -e Glass Deja Gia of compliance. if )ou p lr0 a� $ 0. Table 2-7. Low- e84a Uncoated y�Gr Uncoac 2$ ego Tin �� 0y 1 X53 0.55 lass is o coated product, for purposes for the SHGC. use tire uncoated values front Glazing Area The ar a .g 60 Og g on products is calculated from the nominal (e.g.. 5030) or to � � y e 0 ai c dabO� g glass mar be entered in AtICROPAS as glazing area. For any door with an re4 Qeti g (doors with more rhra,t 50 percent of their surface area made up of glass), the ne area of the door must be entered in MICROPAS as glazing area, since the product tine is for the entire door. For doors with 50 percent or less of their surface area made up of 31 y�Y' glass enter either the entire door arca as glazing or the actual area of glass 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 the door is taken from Table 2-6 and Table 2-7 or manufacturer data. Greenhouse (garden) Windows: Greenhouse window elating area is calculated urine the rough opening for the unit (see Figure 2-23). The typically higher U -value of greenhouse windows accounts for additional heat loss from the projecting top, sides and bottom of the unit - Glazing Orientation Orientation (azimuth) for fenestration products is always relative to the designated -front" orientation (referred to as the Plan A;i,nuth) (see Table 2-1). The designations 'Right' and Z.eft' are from the perspective of someone outside- facing the front of the house. Also see Figure 2-18 (under opaque surfaces) for a sample diagram m 1999 by Enercomp, Inc. 06/10/99 C01VPL1ANCE 2 ­, 3 9 Total Window SHGC Sincle Double Glazing Pane Pane Uncoated 0.80 0. - 70 Uncoated 0.83 0.73 Tinted 0.67 0.59 Tinted 0.68. 0.60 Uncoated 0.72 0.63 Uncoated 0.78 0.69 Tinted 0.60 OpNi3 Tinted 0. 7 Uncoated y�Gr Uncoac 2$ ego Tin �� 0y 1 X53 0.55 lass is o coated product, for purposes for the SHGC. use tire uncoated values front Glazing Area The ar a .g 60 Og g on products is calculated from the nominal (e.g.. 5030) or to � � y e 0 ai c dabO� g glass mar be entered in AtICROPAS as glazing area. For any door with an re4 Qeti g (doors with more rhra,t 50 percent of their surface area made up of glass), the ne area of the door must be entered in MICROPAS as glazing area, since the product tine is for the entire door. For doors with 50 percent or less of their surface area made up of 31 y�Y' glass enter either the entire door arca as glazing or the actual area of glass 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 the door is taken from Table 2-6 and Table 2-7 or manufacturer data. Greenhouse (garden) Windows: Greenhouse window elating area is calculated urine the rough opening for the unit (see Figure 2-23). The typically higher U -value of greenhouse windows accounts for additional heat loss from the projecting top, sides and bottom of the unit - Glazing Orientation Orientation (azimuth) for fenestration products is always relative to the designated -front" orientation (referred to as the Plan A;i,nuth) (see Table 2-1). The designations 'Right' and Z.eft' are from the perspective of someone outside- facing the front of the house. Also see Figure 2-18 (under opaque surfaces) for a sample diagram m 1999 by Enercomp, Inc. 06/10/99 C01VPL1ANCE 2 ­, 3 9 Chapter 2- INPUT REFERENCE Note – Interior and Exterior Shading T}pesSolar Rear Gain Coefcients: choosing either Standard' or bone' as the shading device type. the CEC standard ass'l—prior for interior and exterior shading is modeled by AIICROPAS (drapes and bug screens air gla irrg other than skylights. and no interior or exterior shading on sky ights). Table 2-8. Solar Hear Gain Coefficients for lnterior Shading Devices Standard: Drapery 0.681 Blinds: Venetian Blinds. Vertical Blinds or AtiniBlinds 0.47 Roller Shade Opaque Roller Shades 0.47= ,None (for Si<clights only) 1-00 Ntone (for vertical _lazing surfaces) 0.68 1. 0.6S is the default value used when there is no interior shadin_ device installed on vertical fenestration products. 2. On January I. 2002, Opaque Roller Shades must be modeled with a 0.68 SHGC. Table 2.9. Solar Hear Gain Coefficicrtts for ErtcriorShading De Shading Deice= wl Single Pane Clear,GlasO Standard (Bug Screens) 0.76 �.� Woven Exterior Shades:reens (53x 16/inch weave) 0.30 Louvered Shadcscreens --'louvers as wide as openings 0.27 Low Sun Angle (LSA) Louvered Shadescreens 0.13 Roll down (awnings. blinds. or slats) 0.13 \one (for skylights only) 100 .None (for vcnical glazing surfaces) 0.76 Substantially Shaded/Building Shade 0.20 - Exterior operable awnings (canvas. plastic or metal) except those that roll vertically do,.�•n and coyer the entire window•, should be treated as overhang& 2. Standard bug screens are assumed for all vertical glazing unless replaced by 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 screens for the remainder of the glazing' 3. Reference Mass for SHGCs is IB inch double strength sheet (DSS) glass. Values from the Residential Afanual. © 1999 by Enercomp, Inc. 06110/99 COMPLIANCE 2-4 I designed to me this performance/'ive , be used when shading is required for south glazing. When shading is requ ,itis speF-1 R form that must be on the plans and must be constructe r installefor the building to be in compliance with the prescriptive approach. a onlyo installing an exterior shading device or constructing. an overhang us to aliance is to install a fenestration product with an equal or lower SHGC v e on the CF -1 R. With the prescriptiv/apach are two options for compliance: • Shading devices Jed on the CF -1R must be installed. • Install a fenestrith an I or lower SHGC value as shown on the CF -1 R. 3.4 Radiant Barriers RADIANT BARRIER is any reflective material that has an emittance of 0.05 or less, tested in accordance with ASTM C-1371-98 orASTM E408 -71(1996)e1; and is certified to the Califomia Department of Consumer Affairs as required by CCR, Title 24, Part 12, (§101(b), 151(02) Chapter 12-13, Standards for Insulating Material. §151(02 Radiant Barrier. A radiant barrier required in Tables 1-Z1 through 1-Z16 is any reflective material that has an emittance of 0.05 or less, tested according to ASTM C-1371-98 or ASTM E408-71(1996)el, and that is certified to the Department of Consumer Affairs as required by CCR, Title 24, Part 12, Chapter 12-13, Standards for Insulating Material. A radiant barrier is required for roofs in climate zones with significant cooling loads (2, 4, and 8 through 15). The radiant barrier is a reflective material that reduces radiant heat transfer caused by solar heat gain to the. roof. This reduces the radiant gain to ducts and insulation located below the radiant barrier. Residential Manual August 2001 3-13. Figure 3-2 - Methods of Installation for Radiant Barriers Requirements The Residential ACM Manual describes the radiant barrier installation requirements as from ACM follows: Radiant barriers must meet specific eligibility and installation criteria to be modeled by any ACM and receive energy credit for compliance with the energy efficiency standards 'for low-rise residential buildings. • The emittance of the radiant barrier must be less than or equal to 0.05 as -tested in accordance with ASTM C-1371-98 or ASTM E408 -71(1996)e1. ■ Installation must be in conformance with ASTM C-1158-97 (Standard Practice For Use and Installation Of Radiant Barrier Systems (RBS) In Building Construction.), ASTM C -727-90(1996)e 1 (Standard Practice For Installation and Use Of Reflective Insulation In Building Constructions.), ASTM C1313-975 (Standard Specification for Sheet. Radiant Barriers for Building Construction Applications), and ASTM C-1224- 99 ,(Standard Specification for Reflective Insulation for Building Applications) and the radiant barrier must be securely installed in a permanent manner with the shiny side facing down toward the allic floor. Moreover, radiant barriers must be installed to the roof truss/rafters (top chords) in any of the following methods, with the material: 1. Draped. over the truss/rafter (the top chords) before the upper roof decking is 'installed. 2. .Spanning between the truss/rafters (top chords) and secured :(stapled) to each side. 3-14 August 2001 Residential Manual F�♦ '�:r��I, �:' Padianl \XtAVI eA�1 a:°•III �z Barrier Insulat ion sus. ..SAA 0�.1 r;s t HE] : N _ 6 • WN 1� ■ 1■ ■ - .- Requirements The Residential ACM Manual describes the radiant barrier installation requirements as from ACM follows: Radiant barriers must meet specific eligibility and installation criteria to be modeled by any ACM and receive energy credit for compliance with the energy efficiency standards 'for low-rise residential buildings. • The emittance of the radiant barrier must be less than or equal to 0.05 as -tested in accordance with ASTM C-1371-98 or ASTM E408 -71(1996)e1. ■ Installation must be in conformance with ASTM C-1158-97 (Standard Practice For Use and Installation Of Radiant Barrier Systems (RBS) In Building Construction.), ASTM C -727-90(1996)e 1 (Standard Practice For Installation and Use Of Reflective Insulation In Building Constructions.), ASTM C1313-975 (Standard Specification for Sheet. Radiant Barriers for Building Construction Applications), and ASTM C-1224- 99 ,(Standard Specification for Reflective Insulation for Building Applications) and the radiant barrier must be securely installed in a permanent manner with the shiny side facing down toward the allic floor. Moreover, radiant barriers must be installed to the roof truss/rafters (top chords) in any of the following methods, with the material: 1. Draped. over the truss/rafter (the top chords) before the upper roof decking is 'installed. 2. .Spanning between the truss/rafters (top chords) and secured :(stapled) to each side. 3-14 August 2001 Residential Manual 3. Secured (stapled) to the bottom surface of the truss/rafter (top chord). A minimum air space must be maintained between the top surface of the radiant barrier and roof decking of not less than 1.5 inches at the center of the truss/rafter span. 4. Attached (laminated] directly to the underside of the roof decking. The radiant barrier must be laminated and perforated by the manufacturer to allow moisture/bapor transfer through the roof deck. In addition, the radiant barrier must be installed to coverall gable end walls and other vertical surfaces in the attic. The attic must be ventilated to: 1. conform to manufacturer's instructions. •—■-----�� 2. provide a minimum free ventilation area of not less than one square foot of vent �J area for each 150 square feet of attic floor area. 3. provide no less than 30 percent upper vents. (Ridge vents or gable end vents are recommended to achieve the best performance. The material should be cut to allow for full air flow to the venting) ■ . The radiant barrier (except for radiant barriers laminated directly to the roof deck) must be installed to: 1. have a minimum gap of 3.5 inches between the bottom of the radiant barrier and the top of the ceiling insulation to allow ventilation air to flow between the roof decking and the top surface of the radiant barrier. 2. have a minimum of six (6) inches (measured horizontally) left at the roof peak to allow hot air to escape from the air space between the roof decking and the top surface of the radiant barrier. • When installed in enclosed rafter spaces where ceilings are applied directly to the underside of roof rafters, a minimum air space of 1 inch must be provided between the radiant barrier and the top of the ceiling insulation, and ventilation must be provided for every rafter space. Vents must be provided at both the upper and lower ends of the enclosed rafter space. ■ The product must meet all requirements for California certified insulation materials [radiant barriers] of the Department of Consumer Affairs, Bureau of Home Furnishings and Thermal Insulation, as specified by CCR, Title 24, Part 12, Chapter 12-13, Standards for Insulating Material. The use of a radiant barrier and the criteria specified above for covering all gable end walls and other vertical surfaces in the attic, and for providing attic ventilation shall be listed in the Special Features and Modeling Assumptions listings of the CF -1R and C -2R and described in detail in the ACM Compliance Supplement. For the heating season, Equation 4.1 is the expression for the U -value modifier, for the cooling season, Equation 4.2. To determine the U -value for a ceiling with a radiant barrier, multiply the U -value of the ceiling assembly without the radiant barrier times the U -value modifier. The U -value modifiers are calculated from equations 4.1 and 4.2. For installed insulation greater than R-8: UvalModHeating — - (-11.404 x U2)+ (0.21737 x U)+ 0.92661 Equation 4.1 UvalModCooling — - (-58.511 x U2)+ (3.22249 x U)+ 0.64768 Equation 4.2 Otherwise, these modifiers are 1.000. . Residential Manual August 2001 3-15 Radiant Barriers Installation of radiant barriers is somewhat more challenging in the case of closed rafter . in Closed rafter spaces. A minimum vent area of one square foot is required for each 150 square feet of Spaces attic floor area. This ratio may be reduced to 1 to 300 if a ceiling vapor retarder is present or if high (for example, ridge or gable vents) and low (soffit vents) attic ventilation is used: Since part of the vent area is blocked by meshes or louvers, the net free area of a vent must be considered for meeting ventilation requirements. It is difficult to achieve uninterrupted air movement in closed rafter spaces and to meet the minimum ventilation requirements making such spaces more prone to moisture damage compared to open attic spaces. Also radiant barriers must 'see' air spaces this places more restrictions on installing them in closed rafter spaces. In closed rafter spaces, the depth of the rafters severely limits the provision of this gap. Rafters used in home construction are usually not large enough to provide the proper amount of insulation to fit in the cavity between the rafters and still have a ventilation space. Both are required to have an energy efficient building envelope. The depth of the rafters dictates a certain volume of space that can be filled with only so much insulation and still have an air space at the top for natural ventilation. 10 inches thick batt insulation in 2x12 rafters leaves less than 2 inches for air movement and installing radiant barriers. There are two primary choices of radiant barrier placement in the cathedral ceiling design. The radiant barrier can be draped over the rafter or attached to the bottom of the decking. Ensure adequate ventilation by providing continuous venting through the sides and protecting this opening by overhangs. Check the Certificate of Compliance (CF -1 R) to see if a radiant barrier is required and review form IC -1 (Insulation Certificate) for consistency. Check that the radiant barrier is installed with the shiny side facing the attic air space. l Mass (Package C On 3.5Nseq Thermd for Package C in Tables No. 1 -Zi thr gh 1-Z16 shall meet or exceenterior mass capacity specified in Ta No. 1-U (Table 3-1 1 j: §15104 Table 3-11 — Floor Type Minimum Interior s Capacity Interior Mass C (slab floor) 2.36 X Ground F r Area (ft') Capacity _ C (raised floor) 0.18 X Grou Floor Area (ft') Requirements for Package C The mass requirements in thr ay be met by calculating the combined interior mass capacity of the using Equation 3-1. Calculation of Interior Mass Equation 3-1 IMC = [(A2 x UIMC2) + (A„ x UIMC„ )] Where, A„ = Area of mas UIMC„ = Unit edor of ss material n Note: Table 3-12,Ad Table 3-13 of the Commissio Residential Manual list the Unit Interior Mass C acity (UIMC) of various mass materi Thermal ma stores heat as a house warms and slowly r eases the stored heat as the houTO se coo .This helps moderate temperature variations wi in the space and reduces the nee o use heating and cooling equipment. Typical mater Is that are most effective 3-1.6 August 2001 Residential Manual PLAN AREA SKYLIC-,HTS fix, fZ40 3x�"-ZY�,�, 3 ** SUMMARY SHEET ** Project: Sun Vista Development -- La Quinta, CA Zone: 15 Custom Residence Wall Insulation: R-13 in 2x4 Exterior Walls R-21'Jn 2x6 or Greater Exterior Walls Ceiling Insulation: R-38 oil Raised Floor Insulation: n/a N Slab Edge Insulation: None 9 1! Glazing Type: All glass is DUAL PANE except the following, which is SINGLE: ** Entry Door Glass Shading�Devices: No shading devices required. Hard Surface Flooring: Total Sq. Ft.= 1898 Hall/Corridors: 508 Potting Room: 96 Service: 40 Powder: 38 Entry: 186 Media Bath: 28 M. Bath: 180 Great Room/Kitchen: 822 Minimum Furnace AFUE: 80% AFUE and 7.0 HSPF Minimum Heating Capacity: 123,393 BTUH Minimum A/C SEER: 12.0 SEER 4 ---- A/C Tonnage: 13.5 Tons (Min.Sens.=104,586 @ 1150) Duct Insulation: R-6.0 (Duct Leakage Test Required) 2 , t� A/C Note(s): 1) This plan 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 this 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 glass doors will be tinted and can have metal frames. All, operable windows will have an NFRC U -value of .75 or less, fixed windows to have an NFRC U -value of .70 or less, and glass doors will have default values. The entry door will be wood or fiberglass with single pane glass. raI Components, Inc. Engineering Office 78-150 Calle Tampico Suite 205 B Plione: 760-564=1149 La Quinta, Ca 92253 Fax: 760-564-4313 'DATE: 10/18/2005 JOB:4594-5Y • -t M1 -a. �_1',a P 4-1.3 t i: F tp.6•'] y .i4-3;1 _. �.1ti-9•b- ..t:•y-E, 2a-r-�� 1 4 0 't. .2-1.8 20-0 2-4-7 4-C t .r,-� if,•� F 2,G}. 1_g_+^ BUILDER s�-n;e , 41>> u2 5 A&M f' I'd' o� Bti ai■ts 1 1 Re: 4594-5Y Sims MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 ' The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Foxworth-Galbraith-Yuma, AZ. Pages or sheets covered by this seal: R18693741 thru R18693756 My license renewal date for the state of California is September 30, 2006. 1 October 17,2005 Yu, Ray 1 The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. 1 1 1 . 4-2-0 11-2-0 1 26-10-0 0e y vy 2-0-0 2-0-0 2-0-0 e e e 'T e e e e e e e e e P' , e e e q _�- - � t �.. •�;: wrap. .� ;,:� ....,„ o 1-6-0 _ _ = 10'- -3 LT o 5 /0'- '3/4' PLT A A 6 i' rq a-A5A, -A • q 5 ° cc A4A X A -- - --- y -- __ - 3 Al NEWCONSTRUCTION- 3A EXISTING RESIDENCE jq_�/ZgG --.. ._ ^ •M �M.-�-:- -- A2 RA �. - EXT. 10'-0-314" PLT EXT. R TO HANGER ON A : GRD tt SIMS ADDITION 1011712005 • SIMPSON HARDWARE; FOR REVIEW rioDEc # rRuss # - - • t THJA26------------ A-HIP. - ` LUS24--------------- A3,A3A,A3A-DRAG,A4A-A 6A, - M US26------------A l,A2-DRAG • HG US26----------A-GRDR .- Job Truss Truss Type Q'i—lip y Ply Sims (loc) I/defl Ud ' PLATES GRIP TCLL 16.0 Plates Increase R18693741 4594-SY, Al HIP 1 .1 TCDL 24.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.34 Job Refer7.(9ptional romonn ualDralm, Tums, muona ooeow - o.zuu s am ii zuuo mi i ex mausmes, mc. mon uct 1 r 14:1115:oo zuuo rage 1 5-1-12 110-0-0 1 16-10-0 I 21-8-4 26-10-0 2-0-0 5.1-12 4-10-0 6-10-0 4-10-4 5-1-12 Scale = 1:49.8 4.00 112 4x9 M1120= 4 4x8 M1120= 5 6x8 M112011 12 11 10 9 8 - 7x8 M1120= 2x4 M1120 II 3x5 M1120= 3x8 M1120= '2x4 M1120 II 3x4 M1120= - 5-1-12 10-0-0 1 16-10-0 21-8-4 26-10-0 5-1-12 4-104 6-10-0 4-10.4 5-1-12 Iir I0 v LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud ' PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.10 9-11 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.34 9-11 >942 360 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.11 9 >999 240 Weight: 98 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-8-4 oc puffins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 7=1337/Mechanical, 2=1512/0-5-8 Max Horz 2=81 (load case 5) Max Uplift7=-171(load case 4), 2=-261(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=-3038/350, 3-4=-2547/332, 4-5=-2388/349, 5-6=-2557/345, 6-7=-3107/395 BOT CHORD 2-12=-317/2755, 11-12=-317/2755, 10-11=-243/2379, 9-10=-243/2379, 8-9=-319/2826, 7-8=-319/2826 WEBS 3-12=0/189, 3-11=-430/114, 4-11=0/393, 4-9=-124/140, 5-9=0/402, 6-9=-497/152, 6-8=0/205 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. 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. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard October 17,2005 ® WARMNG • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M7-7473 BEFORE USE. 7777Greenback 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 Applicability of design poromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 Gr 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/1PI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss TType Qty Ply Sims I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase R186937a2 I 4594-SY ]*:riUs­s A2-GROR HIP 1 1 MI120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.95 Vert(TL) , Job Reference_(oplional) romonn uaiorann, Tuma, —ona caaoo - o.zuu s um IJ zuuo M11 eK mousmes, mc. mon ucs r r in:io:oo zuuo rage 1 -2-0-0 I 4-1-13 + 8-0-3 I 11-10-8 I 14-11-8 r 18-9-13 I 22-8-3 I 26-10-0 2-0-0 4-1-13 3-10-5 3.10-5 3-1-0 3-10=5 - 3-10-5 4.1-13 4x8 M1120= 4x5 M1120= 6 Scale = 1:49.8 6x10 M1120= 16 15 14 13 12 11 10 4x8 M1120z� 2x4 M1120 II 6x6 M1120= 5x7 M1120= 3x8 M1120= 3x4 M1120= 2x4 M1120 II _ 45 M1120= 4-1-13 8-0-3 11-10-8 I 14-11-8 18-9-13 + 22-8-3 26-10-0 4-1-13 3-10-5 3-10-5 3-1-0 3.10.5 3-10-5 4-1-13 N J d LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.85 Vert(LL) 0.13 13-15 >999 360 MI120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.95 Vert(TL) , -0.41 13-15 >776 360 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.1513-15 >999 . 240 Weight: 124 Ib LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 9=1684/Mechanical, 2=2483/0-5-8 Max Horz2=95(load case 14) Max Uplift9=-519(load case 12), 2=-61.9(load case 9) BRACING TOP CHORD Sheathed or 2-8-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 8-3-0 oc bracing. WEBS 1 Row at midpt 4-13 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-3=-5303/1175, 3-4=-5385/972, 4-5=-3568/692, 5-6=-3123/439, 6-7=-3314/680, 7-8=-3795/1017, 8-9=-4027/1300 BOT CHORD 2-16=-1112/4843, 15-16=-819/4843,14-1 5=-64815083, 13-14=-630/5083,12-13=-355/3374, 11-12=-597/3556, 10-11=-882/3691,9-10=-1187/3691 WEBS 3-16=-69/98,3-15=-150/313, 4-15=-141/1322,4-13=-2053/335, 5-13=-131/1160, 5-12=-550/179,6-12=-68t771, 7-12=-645/156,7-11=-11/235, 8-11=-370/177,8-10=0/101 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. 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. 5) Refer to girder(s) for truss to truss connections. 6) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2 for 74.5 plf. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1330 Ib down and 196 Ib up at on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 5-6=-80, 6-9=-80, 2-9=-20 Continued on'page 2 October 17,2005 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MID -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Citrus Heights, CA, 956101 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, 563 D'Onofrio Drive. Madison, WI 53719.. Job Truss ITruss Type Qty Ply rims 4594-5Y A2-GROR HIP 1 1 _ R18693742 Reference (optional) LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 15=-1330(F) v.cuu a — i o cuw — i nn umumn a, u.. mun — v w. iv.vv cuw ray. e ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE ffiI-7473 BEFORE USE. 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 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 a erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding fobricalion: quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criterlo, DSB-89 and SCSI] Building Component19• Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, wl 53719. Q,, Job Truss Truss Type Qty Ply Sims R18693743 4594-SY �A3 MONO TRUSS 8 1 . Job Reference (optional _ roxwonn uaiorann, Yuma, Arizona oosoo . o.zuu s uw i s zuuo mi i eK mausmes, mc. mon ucr i r r c: r o:o r zuuo rage r Scale = 1:19.7 4x4 M1120% 3x6 M112011 8-0-0 ' 8-0-0 Plate Offsets (X,Y): [2:0-1-4,0-3-41 f2:0-0-4,0-5-91 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ltd PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.22 24 >426 180 M1120 197/144 TCDL 20.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.45 2-4 >213 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 2 240 Weight: 22 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE . ' Left: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 3=268/Mechanical, 2=53110-5-8,4=80/Mechanical ' Max Horz2=135(load case 3) Max Uplift3=-116(load case 3), 2=-134(load case 3) Max Grav3=268(load case 1), 2=531 (load case 1), 4=159(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension ' TOP CHORD 1-2=0/27,2-3=-106173 BOT CHORD 2-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load ' and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. 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. 3) Refer to girder(s) for truss to truss connections. ' 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ylp'0ii kwd,1{a @+Y c 4.0,419 _ October 17,2005 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED DDTER REFERENCE PAGE MU -7473 BEFORE USE. 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 Applicability of design paromenters 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 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/TPI] Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, wl 53719. _ of , Job Truss Truss Type Qty PLATES GRIP TCLL 16.0 Plates Increase 1.15 � MONO TRUSS 1 71ySimsA3A 878693744 BC 0.52 Vert(TL) -0.45 1-3 >213 180 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) o.mu sum w cuw mi i erc mausmes, mc. mon uct it rc:ia:oa [uuo rage 1 4x4 M1120 3x6 M1120 11 8-0-0 Scale = 1:19.6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.22 1-3 >426 180 M1120 197/144 TCDL 20.0 Lumber Increase 1.15' BC 0.52 Vert(TL) -0.45 1-3 >213 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a SCOL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 "" 240 Weight: 20 to LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E TOP CHORD Sheathed or 8-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=366/0-5-8, 2=286/Mechanical, 3=80/Mechanical Max Harz 1 =1 14(load case 3) Max Upliftl=-37(load case 3), 2=-127(load case 3) Max Gravl=366(load case 1), 2=286(load case 1), 3=159(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-80/80 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not .. exposed to wind. 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. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard October 17,2005 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mitek connectors. This design k based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenlers 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 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 �1• Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job—,]Truss SPACING Truss Type Qty Ply Sims 1.15 TCDL20.0 -0.22 Lumber Increase 1.15 BCLL 14594-5Y A3A-DRAG MONO TRUSS 1 1 -818693745 WB 0.00 Horz(TL) -0.01 2 n/a Job Reference (optional _ roxworm mala aim, Tuma, „r¢ona ooaw o.mu a aw w u., wr i r w. io.. cuw rayn i 40 M1120 11 3x6 M1120 11 LOADING(psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.15 TCDL20.0 -0.22 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER a TOP CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF 1650F 1.5E WEDGE B-0-0 8-0-0 CSI DEFL in (loc) I/defl Ud TC 0.91 Vert(LL) -0.22 1-3 >426 180 BC 0.52 Vert(TL) -0.45 1-3 >213 180 WB 0.00 Horz(TL) -0.01 2 n/a n/a (Matrix) Wind(LL) 0.00 1 "" 240 BRACING PLATES GRIP M1120 197/144 Weight: 20 Ib TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 4-8-11 oc bracing. Scale = 1:19.6 Left: 2 X 4 SPF 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) 1=366/0-5-8, 2=286/Mechanical, 3=80/Mechanical Max Horz 1 = 114(load case 10) Max Uplift,=-775(load case 9), 2=-127(load case 3) Max Grav1=1103(load case 8), 2=286(load case 1), 3=159(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1988/1861 BOT CHORD 1-3=-1789/1789 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. 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. 3) Refer to girder(s) for truss to truss connections. 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 8-0-0 for 250.0 plf. LOAD CASE(S) Standard Yr ' October 17,2005 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED AITTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane 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 Applicability of design paromenters 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 ANSI/TPII Quality Criteria, DSB-89 and SCSI] Building Component �• Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. - ,� i Q , Job Truss Truss Type Qty Ply Sims Plates Increase 1.15 TC 0.49 Vert(LL) -0.07 2-4 >999 360 M1120 197/144 TCDL 24.0 818693746 4594 -SV A4 JACK 5 1 lJob Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Reference (optional) o.au a �m i v cuuo mi r ar; nmwuma, mc. mun vu i r w: io:oo aw raga � 4x4 M1120 3x6 M1120 11 Scale = 1:16.4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.07 2-4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.14 2-4 >515 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.00 2 240 Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 3=209/Mechanical, 2=487/0-5-8,4=59/Mechanical Max Harz 2=1 09(load case 3) Max Uplift3=-81(load case 3), 2=-128(load case 3) Max Grav3=209(load case 1), 2=487(load case 1), 4=119(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30,2-3=-95/58 BOT CHORD 2-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. 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. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard October 17,2005 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 BEFORE USE. 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 Applicability of design aromenters and proper incorporation of component is res Citrus Heights, CA, 95610' pp ty g p p p po p g to responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability tluring 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, OSB -89 and BCSII Building Componente Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. �, Job Truss Truss Type Qty Ply Sims R18693747 4594•SY MA JACK - 1 1 Job Reference (optional) 3x6 M1120 11 3 4x4 101120 5-11-11 5-11-11 Scale = 1:15.2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell ' Ud PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.07 1-3 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.14 1-3 >515 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 "" 240 Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=296/Mechanical, 2=237/Mechanical, 3=59/Mechanical Max Horz 1 =88(load case 3) Max Upliftl=-27(load case 3), 2=-96(load case 3) Max Gravl=296(load case 1), 2=237(load case 1), 3=119(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-68/68 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. 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. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard u WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 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 BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. a October 17,2005 7777 Greenback Lane Suite 109 a* Citrus Heights, CA, 95610_=. ek* Job Truss Truss TypeQty Ply Sims. 4594-5Y AS JACK 5 - 1 818693748 ' Job Reference (optional) u.cuu � um i u <uw mi i nn muwuros. ��. mun vu r r w. loan aw rayn i MEM WEDGE Left: 2 X 4 SPF Stud/Std . REACTIONS (Ib/size) 3=115/Mechanical, 2=401/0-5-8, 4=39/Mechanical Max Horz2=83(load case 3) Max Uplift3=-42(load case 3), 2=-125(load case 3) Max Grav3=115(load case 1), 2=401(load case 1), 4=79(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=-75/32 BOT CHORD 2-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground levet, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. 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. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ® WARNING - Ver fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design 6 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 is the responsibility of the building designer. For general guidance regarding fobdcolion, 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. 583 D'Onofrio Drive, Madison, wl 53719. October 17,2005 Suite 109 Citrus Heights, CA, 3x6 M1120 II 3-11-11 Plate Offsets (X,Y): [2:0-1-4,0-3-41, [2:0-0-4,0-5-91 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.01 2-4 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.03 2-4 >999 360 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.00 . 2 240 Weight: 13 lb. LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SPF Stud/Std . REACTIONS (Ib/size) 3=115/Mechanical, 2=401/0-5-8, 4=39/Mechanical Max Horz2=83(load case 3) Max Uplift3=-42(load case 3), 2=-125(load case 3) Max Grav3=115(load case 1), 2=401(load case 1), 4=79(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=-75/32 BOT CHORD 2-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground levet, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. 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. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ® WARNING - Ver fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design 6 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 is the responsibility of the building designer. For general guidance regarding fobdcolion, 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. 583 D'Onofrio Drive, Madison, wl 53719. October 17,2005 Suite 109 Citrus Heights, CA, Job Truss 7'U's's Type Qty Ply SiR78693749 4594-5YASA 1 1 Job Reference (optional) roxwonh ualDralm, Yuma, Anzona ab3ba b.LUu s Jul 13 zuuo MI I eK rnausutes, Inc. Man uct 11 14:la:Ju zuu� Yage 1 3-11-11 3-11-11 Scale = 1:11.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.01 1-3 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.03 1-3 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 1 "" 240 Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=196/0-5-8, 2=157/Mechanical, 3=39/Mechanical Max Horz1=62(load case 3) Max Upliftl=-16(load case 3), 2=-65(load case 3) Max Gravl=196(load case 1), 2=157(load case 1), 3=79(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=48/48 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. 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. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEIr REFERENCE PAGE AM -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 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, wl 53719. X d.3 ' 6Js1 i A EXP, October 17,2005 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610, rJob SPACING 2-0-0 Truss Type DEFL in (loc) I/dell Ud Ply Sim I' 4594-5Y A6 JACK 5 1 R18693750 (Job BC 0.03 (Truss �1 BCLL 0.0 Rep Stress Incr YES Reference (optional)_ . v.cuv a uu, , u cuw m„ en u,uuau, n.. , .w cuu. rnyv , 1 1.1,_11 • 1-11_11 Scale: 1.5'=1' LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.00 2 >999 360 M1120 197/144 TCOL 24.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 360 �1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 2 '•" 240 Weight: 8lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 2=345/0-5-8,4=20/Mechanical, 3=-4/Mechanical Max Horz2=58(load case 3) Max Uplift2=-137(load case 3), 3=-10(load case 4) Max Grav2=345(load case 1), 4=40(load case 2), 3=11(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30,2-3=-71/4 BOT CHORD 2-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not. exposed to wind. 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. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard October 17,2005 ® WARNING - Verify design parameters and READ NOTES ON TIQS AND INCLUDED AIITER REFERENCE PAGE bIIh7473 BEFORE USE. 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 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 1, � erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �1 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, 583 D'Cnofrio Drive. Madison. WI 53719. , Job Truss Truss TypeQty Ply Sims LOADING (psf) SPACING 2-0-0 CSI R78693751 4594-SY A6A JACK 1 1 Plates Increase . 1.15 TC 0.07 Vert(LL) -0.00 1 Job Reference (optional) It u.cuu oau„acuw rvu, en nmumu n.. mm� w„r ,v.,auu<uw rayn MM Im Scale: 1.5"=1' Plate Offsets (X,Y): fl:0-1-8,0-3-41,[1:0-04,0-5-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 16.0 Plates Increase . 1.15 TC 0.07 Vert(LL) -0.00 1 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 1-3 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) . 0.00 1 "" 240 Weight: 6 Ib LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEDGE Left: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 1=99/0-5-8, 3=20/Mechanical, 2=79/Mechanical Max Horz 1 =37(load case,3) Max Upliftl=-6(load case 3), 2=-35(load case 3) Max Grav 1 =99(load case 1), 3=40(load case 2), 2=79(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-28/28 BOT CHORD 1-3=0/0 BRACING TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. 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. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard October 17,2005 ® WARNING - Verify design pa—tem and READ NOTES ON THIS AND INCLUDED ABTER REFERENCE PAGE MU -7473 BEFORE USE. 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 Applicability of design poramenters 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 ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 5a3 D'Onofrio Drive. Madison, wl 53719. _ El _ e— , Job Truss Truss Type Qty Ply Sims in (loc) I1 Ud R18693752 4594-5Y A-GRDR HIP 2 Job Reference (optional) roxwonn uaioraim, Yuma, Arizona aoaoo o.zuu s um 1.5 zuuo mi i ex mausmes, mc. Mon ua It 14:1y:uu zuub raga t 1 -2-0-0 1 4-1-12 8-0-0 13-5-0 1 18-10-0 1 22-8-0 1 26-10-0 2-0-0 4-1-12 3-10-0 5-5-0 5-5-0 3.10-0 4-1-12 Scale = 1:49.9 4.00 12 4x9 M1120= 4 2x4 M1120 If 4x9 M1120= 5 6 4x7 M1120% 14 13 12 11 10 9 4x7 M1120Z- 3x8 M112011 2x4 M112011 3x4 M1120= 4x6 M1120= 3x8 M1120= 3x4 M1120= 2x4 M1120 II 3x8 M112011 4-1-12 B-0-0 13.50 18-10-0 22-84 26-10-0 4-1-12 3-10.4 5-5-0 5.5.0 3-10-4 4-1-12 Plate Offsets (X Y): [2:0-1-9,0-11-51,[2:0-0-11,0-2-01 [4:0-5-4,0-2-41,[6:0-5-4,0-2-41 [8:0-1-9,0-11-51 M A LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.57 Vert(LL) 0.13 11 >999 360 MI120 1971144 TCDL 24.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.41 11 >773 360 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.17 11 >999 240 Weight: 235 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 6 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 2=3140/0-5-8, 8=2922/Mechanical Max Horz2=73(load case 5) Max Uplift2=-445(load case 3), 8=-342(load case 4) BRACING TOP CHORD Sheathed or 4-8-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-3=-6932/739, 3-4=-7366/847, 4-5=-8228/1029, 5-6=-8228/1029, 6-7=-7463/882, 7-8=-7230/839 BOT CHORD 2-14=-676/6344, 13-14=-676/6344, 12-13=-749/7025, 11-12=-749/7025, 10-11=-747/7121, 9-10=-738/6663, 8-9=-738/6663 WEBS 3-14=-158/86, 3-13=-116/793, 4-13=0/1031, 4-11=-276/1447, 5-11=-1084/406, 6-11=-257/1346, 6-10=0/1099, 7-10=-90/598, 7-9=-100/54 NOTES 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) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 80 mph winds at 25 R above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 7) Refer to girder(s) for truss to truss connections. 8) Girder Carries hip end with 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 867 Ib down and 19 Ib up at 18-10- and 867 Ib down and 19 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ' LOAD CASE(S) Standard Continued on page 2 October 17,2005 Q WARNING - Ve fy design parameters and BEAD NOTES ON THIS AND INCLUDED BITTER REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane 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 Applicability of design paromenters 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 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, OSB -89 and BCSII Building ComponentiT Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. _Mark 1 1 Foxworth Galbraith, Yuma, Arizona 85365 - LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) 1 - Vert: 14=-80, 4-6=-191(F=-111), 6-8=-80, 2-13=-20, 10-13=-48(F=-28), 8-10=-20 Concentrated Loads (lb) Vert: 13= -867(F)10= -867(F) 1 1 i 1 1 1 1 1 1 Job Truss Truss Type�1 Qty Tit Sims 14594-5Y 818693752 A•GRDR HIP 1 2 Jab Reference (optional) o.zuu sum r u zuua mi r eu mmmm auses, c. mon ui i i4:1wuu zuuo rage z 1 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is 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 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 BCSII Building Component ' Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 I10K.- [4594 ob JXHIP MONO TRUSS 3 Truss Truss Type Qty Ply I Sims . -5Y ' 1 818693753 II Job Reference (optional) roxwonn t�aiorann, Tuma, Anzona aosoo 1 41 9 2-9-15 3-10-3 TRUSS SUPPORTS TRUSSES WITH a.zou s dm r c zuw M1 i eK mousmes, Inc. Mon va i r w: ro:u r rasa rage 1 7A-13 11-3-0 .. . I 3.6-11 3-10-3 Scale: 1/2-=1' 2x4 M1120I I - 6 7 5x5 M1120 11 2x4 M1120 11 3x4 M1120= 3x6 M1120= 3-10-3 3-6-11 11-3-0 3-10-3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.02 9-10 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.07 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 9-10 >999 240 Weight: 46 lb LUMBER Trapezoidal Loads (plf) rAZ fj BRACING q TOP CHORD 2 X 4 SPF 1650F 1.5E 1" TOP CHORD Sheathed or 5-9-6 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 1-10-14 REACTIONS (Ib/size) 2=768/0-7-12,8=1031/Mechanical Max Horz2=170(load case 3) Max Uplift2=-180(load case 3), 8=-196(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29, 2-3=-1239/19, 3-4=-1214/18,4-5=-1 144/81, 5-6=-87/49, 6-7=-9/0 BOT CHORD 2-10=-150/1143,9-10=-150/1143,8-9=-191/1099 WEBS 4-10=-6/70,4-9=-91/0, 5-9=0/369, 5-8=-1262/219,6-8=-333/134 h NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. 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. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 �r low Uniform Loads (plf) Vert: 1-2=-80 Trapezoidal Loads (plf) rAZ fj Vert: 2=-0(F=40, B=40) -to -6=-221(F=-70, 8=-70), 6=-189(F=-70, B= -70) -to -7=-193(F=-73, B=-73), 2=0(F=10, q B=10) -to -8=-56(F=-18, B=-18) 1" 03 October 17,2005 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback U 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 Heights, CA, 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 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. Job Truss Truss Type __]- Qty Ply Sims I PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.36 878693754 4594-5Y B7 MONO HIP 1 1 BC 0.30 Vert(TL) -0.07 1-6 >999 360 BCLL 0.0 Rep Stress Incr Job Reference (optional _ roxwonn �aiorann, ruma, -zona isoa- D.mu s Jul IJ mw mi rex mausures, mc. man — r r w: re:u i tuua rage r 5-1-12 _ 4-104 0.11.8 2x4 M1120 11 Scale = 1:27.7 5x5 M1120= 3 4 3x7 M1120 II 3x4 M1120= 3x6 M1120= 3x7 M1120 11 5-1-12 1 10-11-8 I 5-1-12 5-9-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud I PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.02 5-6 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.07 1-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 1-6 >999 240 Weight: 43 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEDGE Left: 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 5=541/0-5-8, 1=541/0-5-8 Max Horz 1 =1 54(load case 4) Max Uplifts=-91(load case 3), 1=-68(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-972/117, 2-3=-954/190, 34=-38/34, 4-5=-49/86 BOT CHORD 1-6=-127/843,5-6=-48/145 WEBS 2-6=-386/162, 3-6=-168/872, 3-5=-588/152 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. 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. LOAD CASE(S) Standard October 17,2005 ® WARNING -Verify design pammetem and READ NOTES ON THIS AND INCLUDED 1117TER REFERENCE PAGE M17-7473 BEFORE USE. 7777 Greenback Lane 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 Applicability of design paromenters 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 ANSI/TPII Quality Criteria, DSB-89 and SCSI] Building Component i �• Safety Information available from Truss Plate Institute, 583 D'Cnofrio Drive. Madison, wl 53719. MITe Job Truss Truss Type Qty Ply ,q Slms 818693755 DR M 14594-SY " - 82-GRONO TRUSS 1� J Job Reference (optional) ru.wu„ vawa�a, ..cu. au., o.cuu a uw ro cuw mi i nn muwuma, u., mun wr 11. --u . cuuo rage i F 4-2-1 i 7-5.0 10-11-8 4-2-1 3-3-0 3-6-8 2x4 M1120 II Scale = 1:25.8 5 3x4 M1120= 2x4 M1120 II 10x10 M1120= 3x5 M1120= 4-2-1 3.3.0 3-6-8 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.15 TCDL 24.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 WB 0.88 LUMBER TOP. CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 6 SPF 1650E 1.5E 2-6-11 CSI DEFL in (loc) I/defl Ud TC 0.19 Vert(LL) -0.02 7-8 >999 360 BC 0.50 Vert(TL) -0.07 7-8 >999 360 WB 0.88 Horz(TL) 0.02 6 n/a n/a (Matrix) Wind(LL) 0.03 7-8 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 161 Ib TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 1070-0 oc bracing. ' REACTIONS (Ib/size) 1=2587/0-5-8, 6=4962/0-5-8 Max Harz 1 =1 48(load case 3) Max Upliftl=-354(load case 3), 6=-757(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1-2=-5978/803, 2-3=-5888/815, 3-4=-4456/616, 4-5=-52/25 BOT CHORD 1-8=-861/5481, 8-9=-861/5481, 9-10=-861/5481, 7-10=-861/5481, 7-11=-648/4221, 6-11=-648/4221 WEBS 3-8=-136/1245, 3-7=-1406/238,4-7=-602/4378,4-6=-5389/827, 5-6=-106/42 NOTES 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3 -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 - 3 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not ' exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2922 Ib down and 430 Ib up at 6-6-0 ttj and 1337 Ib down and 197 Ib up at 8-6-0, and 1337 Ib down and 197 Ib up at 10-9-12 on bottom chord. The design/selection of such (D connection device(s) is the responsibility of others. di J LOAD CASE(S) Standard � 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 October 17,2005 ® WARNING - Verify design pammeters and READ NOTES ON THIS AND INCLUDED AHTEK REFERENCE PAGE MB -7473 BEFORE USE. 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 ® " 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 ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component o' Safety Information available from Truss Plate Institute. 583 D'Onofrfo Drive, Madison, WI 53719. '� '„ Job Truss Truss Type - �Qty Plyq Sims R18693755 4594-5Y 82-GRDR — MONO TRUSS I1 J Job Reference Loplional) . u.cw a uw i v cwu mi i eR umwmea, � n vu i r n.0 i euw rage c LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-80, 6-9=-20 Concentrated Loads (lb) Vert: 6=-1 337(F) 1 0=-2922(F) 11 =-1 337(F) Trapezoidal Loads (plf) Vert: 1= -30(F= -10) -to -9=-320,(F=-300) ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. this design is based only upon parameters shown. and is for on individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 PP l 9 P p 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 B the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �I 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. -! e' .k,rA ' SPACING 2-0-0 Job Truss Truss Type Qty Ply DEFL in (loc) I/deft Ud 4594-5Y 8-GRDR MONO HIP 1 ioptional) 1 =Referenct I TC 0.76 Foxworth Galbraith, Yuma, Arizona 85365 - 6.200 s Jul 13 2005 MiTek Industries, Inc. Mon Oct 17 14:19:0 -2-0-0 4-1-12 8-0-0 10-11-8 r I 2-0-0 4-1-12 3.104 I I - 2.11-8 R18693756 Scale = 1:23.2 4x5 M1120= 56 M1120= 4 5 3x6 M1120= 4-1-12 2x4 M1120 II 3-10A 8x10 M1120= 2-11-8 3x4 M1120 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.02 7-8 >999 360 M1120 197/144 TCDL 24.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.05 7-8 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 7-8 >999 240 Weight: 51 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-7-9 oc purlins, except end verticals. 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 SPF Stud/Std REACTIONS (Ib/size) 6=1493/0-5-8,2=1000/0-5-8 Max Horz2=132(load case 4) Max Uplift6=-155(load case 3), 2=-193(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36,2-3=-1564/109, 3-4=-1200/118, 4-5=-1091/125, 5-6=-1382/186 BOT CHORD 2-8=-117/1389.7-8=-117/1389,6-7=-38/59 WEBS 3-8=0/129, 3-7=-317/48, 4-7=-74/124, 5-7=-125/1523 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. 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. 4) Girder carries hip end with 0-0-0 right side setback, 8-0-0 left side setback, and 8-0-0 end setback. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 867 Ib down and 19 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-5=-191(F=-111), 2-7=-20, 6-7=48(F=-28) Concentrated Loads (lb) Vert: 7=-867(F) October 17,2005 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IMTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design's based only upon parameters shown. and is for on 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 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 Component411t Vp— Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive- Madison, w1 53719. .� 1 f Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 • Center plate on joint unless x, y -,,11 /" *Center Damage or Personal Injury offsets are indicated. Dimensions are in ft -in -sixteenths. 1 6-4-8 dimensions shown in ft -in -sixteenths Apply plates to both sides of truss 1. Additional stabilitybracingfor truss system, e. g. and securely seat. diagonal or X -bracing, cin is lwa s required. See BCSII I. g g, y q 0-'/t6 2. Never exceed the design loading shown and never 1 2 3 TOP CHORDS C1-2 C2-3 N. 4 stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and o WEBS C3, all other interested parties. m y X: 0 �s1 3 p 4. Cut members to bear tightly against each other. For 4 x 2 orientation, locate U ,b _ plates 0-'nd' from outside 4, " U CL 5. Place plates on each face of truss at each edge of truss. C7-8 C6-7 Cs -s 0 joint and embed fully. Knots and wane at joint BOTTOM CHORDS locations are regulated by ANSI/TPI1. 'This symbol indicates the 8 7 6 5 b. Design assumes trusses will be suitably protected from required direction of slots in the environment in accord with ANSI/TPI1. connector plates. ' Plate location details available in MiTek 20/20 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. sottwore 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. The first dimension is the width CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 9. Camber is a non-structural consideration and is the 4 x 4 perpendicular to slots. Second responsibility of truss fabricator. General practice is to dimension is the length parallel camber for dead load deflection. to slots. 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that by text in the bracing section of the specified. output. Use T; I or Eliminator bracing if indicated. ICBO 4922, 5243, 5363, 3907 12. Top chords must be sheathed or purlins provided at spacing shown on design. BEARING SBCCI 9667, 9730, 9604B, 9511, 9432A 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (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. 'mei Industry Standards: e M ITeK 16. Install and load vertically unless indicated otherwise. ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. 1 DSB-89: Design Standard for Bracing. BCSII : Building Component Safety Information, - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 © 2004 MiTek® • DESCRIPTION PAGE DESIGN CRITERIA........................................................................................... 1 DESIGN LOADS :....:...................... ..... 2 MATERIAL SPECIFICATION 3 SHEAR WALL SCHEDULE.........................:...................................................... 4 SOILREPORT................................................................................................ 5A VERTICAL ANALYSIS ........................... LATERAL ANALYSIS................................................................................ Ll -Ll l 3UMM1T`STRUCTURAL"ETJGINEERING��xPfione�(866)862;8148's�Fax;(208)630 SO'19�,y�M`',�k,�l06EPark?St,'Ste3206McCalIID; �o -'-p SUMMIT STRUCTURAL ENGINEERING' 106 East Park Street Suite 206 McCall, ID 83638 DESIGNCRITERIAF f� " r, �.aw,.,._. H.. y - ,ROFR,�ST,RUCTURAL CALCULATIONS ...... _ ...r: •, _..nc` .�,.. scxak:, _a. .p.. .. >.x>.. ....t„a wn.•MA:, ..�:.•::r....y.�5....0 -_=,3—._ • 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. f • The structural calculations included here are for the analysis:and design of the 1 ; primary structural system. • . Non-structural.elen•ients and the attachment mechanism is the 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 arid details in calculations are not to scale and may not present true conditions on plans. Architect or designer is responsible for drawing details in plan ' which represent true framing conditions and scale. Governing Code 2001 UBC 'Seismic Zone 4 • ' ' ' Seismic Zone Factor 0.4 , Wind Speed 70 mph _ Wind Exposure C •� !1 Soil Report u By:'Earth Systems Consultants ' Report No. 00-04-707 Dated: April 4th 2000 Phone No::' (760) 345-1588 Soil Bearing Pressure 1500 psf. Equivalent Fluid Pressure , 30 (Active) Prime Professional/ Project Architect: Jim Deford 5 Ambrose Aliso Veijo; CA Phone No: (949) 831-0313 ' t k 1 I SUMMIT.:STRUCTURAL ENGINEERING' 4 PHONE (866);:862 81:48 (yFv 2;(208) 634 4157vcf}106 Et PARK sT MCCAt ID; SUMMIT STRUCTURAL ENGINEERING \` 106 East Park Street ' Suite 206 == McCall, ID 83638 1 ' DESIGN.,LOADS Roof Loads - Sloped Roof Loads - Flat ' Clay Tile -mud set Sheathing (1/2" CDX) 22 psf. 1.5 psf. Roofing Sheathing (1/2" CDX) 3.5 psf. 1.5 psf. Framing 2.5 psf. Framing 2.5 psf. Insulation 1.5 psf. Insulation 1.8 psf. ' Ceiling 2.5 psf. Ceiling 2.5 psf. Misc. 0.0 psf. Misc. 3.2 psf. ' Total Dead Load 30 psf. Total Dead Load 15 psf. Total Live Load 16 psf. Total Live Load 20 psf. Tota[Roof Load :...; `.'46..psf.: Total Roof Load' 35. psf. Floor Loads Deck Loads Sheathing (3/4" Plywd.) 2.5 psf. 2x Decking 5.0 psf. , Framing 3.5 psf. Framing 2.0 psf Ceiling 2.5 psf. Tile and Misc. . 33 psf Misc. 3.5 psf. Total Dead Load 40 psf. Total Dead Load 12 psf. Total Live Load 40 psf. Total Live Load 40 psf. Total .Load 80 psf, ' Total.,Flo.or.:Load; Exterior Wall Interior Wall Stucco 10.0sf. Drywall rywall 5.0 psf. Studs. 1.0 psf. Studs 1.0 psf. ' Drywall 2.5 psf. Mechanical & Insulation 1.0 psf. Misc. 1.0 psf. Misc. 1.0 psf. Total:Wall Wei ht ;: g . 15..0 psf Total.Wall Weight 10:0:psf 1 SUMMIT STrtUCTU„RAL_ENGINEERINGP„„HONE. w�,(866)$628148��Faz (208)634"4157�e�x�s'"�js;;�;1�6xE tPARK ST „N1CCaLL;"ID' 1 2 - SUMMIT STRUCTURAL ENGINEERING 106 East Park Street Suite 206 McCall, ID 83638 .......,...:-.....:MATERIAL SPECIFICATION *Timber: All timber shall be Douglas Fir Larch with a maximum moisture content of 19%. Grading rules agency: West Coast Lumber Inspection Bureau (WCLIB). Sawn Lumber (DF -L)* 2x Joists & Rafters (No.2) 4x Sawn Beams (No.2) 6x Sawn Beams (No.2) 4x Sawn Beams (No.1) 6x Sawn Beams (No.1) Values may be increased according to size factor, CF Manufactured Products . Glu -Lam Paralam PSL Microllam LVL ♦ Concrete: Fb (Dsi) I Fv (Dsi) I E (Dsi 1006 95 1.6x106 875 95 1.6x106 875 85 1.3x106 1000 95 1.7x106 1350 85 1.6x106 2400 1165 1.8x106 2900 290 2.0x106 2600 285 1.8x106 Application I Strength @ 28 days Slab on grade 2500 psi Footings and grade beams 3000 psi: Design is based on 2500 psi concrete. No inspection is required, unless noted otherwise. • Reinforcing Steel: Bars Allowable stress #4 and smaller reinforcing bars shall conform to A.S.T.M. A - 615-40. Fy=40,000 psi #5 and larger reinforcing bars shall conform to A.S.T.M. A - 615-60. • Fy=60;000 psi' *Structural Steel: r Description Specification Allowable stress Pipe 'ASTM A-53 Type E or S, Grade B Fy=30,000 psi Tube ASTM A-500, Grade B Fy=46,000 psi All other shapes ASTM A-36 Fy=36,000 psi High strength bolts ASTM A-325 AII'other bolts ASTM A-307 ♦CONCRETE MASONRY UNITS All concrete masonry units shall conform to standard specifications for hollow load bearing concrete masonry units (ASTM C-90,.Grade N-11). r r• r av .sr fi �t .. .ter r.,. a- x;�c' ,�'• yA w.x• tit^,. SUMMIT STRUCTURAL ENGINEER3NGg PHONE . (866)`862- 81'4B,r�FAX(ZU8),,634-4157x �''�s106E.P,/1RK,$T B NICCALL.:+ID; L, 1 1 1 it —_ SUMMIT STRUCTURAL ENGINEERING 106 East Park Street Suite 206 McCall, ID 83638 SHEAR.WALL SCHEDULE Number Construction Plate A35 Equiv. Anchor Bolt Shear Nailing Size and - Value 16d sinker Spacing 1/2" or 5/8" Drywall 8" 48" 5/8" @ 48" 100 plf. unblocked, w/ 5d (6d @ 5/8'7 *50 plf In 1 cooler nails @ 7" o.c. @ edges zone 3 & 4 and field 1/2" or 5/8" Drywall 8" 32" 5/8" @ 48" 200 plf. unblocked, w/ 5d (6d @ 5/8'� *100 plf in a cooler nails @ 7" o.c. @ edges zone 3&4 and d. lw�i8dsnails 3/8 Plywood, @ 2 2 811 5/8 @ 16 640 plf. 2 o.c. @ edges and 12" o.c. field. 3/8" Plywood, w/ 8d nails @ 2" 2-16d @ 2" 4" 7/8" @ 12" 1280 plf. 2a o.c. @ edges and 12" o.c. field. Both Sides. 3/8" Plywood, w/ 8d nails @ 3" 3" 12" 5/8" @ 16" 490 plf. 3 o.c. @ edges and 12" o.c. field. 3/8" Plywood, w/ 8d nails @ 3" .2-16d @ 3" 6" 7/8" @ 12" 980 plf. 3a o.c. @ edges and 12" o.c. 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" 3/4" @ 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. 7/8" Stucco 8" 32" 5/8" @ 48" 180 plf 7 o/ paper backed lath w/ 16 gauge staples @ 6" o.c. @ top, bottom edge, and field. 1/2" Plywood, w/ 10d nails @ 2" 7" 5/8" @ 16" 770 plf. 8 2" o.c. @ edges and 12" o.c. field. ;SUMMIT STRUCTURAL��ENGINEERING��;PwoNE �(866)862u81�48�;y Fwc�(208)�,534-4157���,s��106^E �PArtK ST �`N1cCA��;:ID 4 Allh�r 7041MC�9�Dd*e (760)345-1588. (no) 924-77015 PAX (760) 333-1315 FACsLmiLE MEMORANDUM pap: 1 of , w. �� E F�nc # (909y 586-x187 From: 1 L fit, OR PMm TmdVAcm La Quanta. CA to spmv%p� ESCSW Dommest No: 00.44.707 law UNC �.EM'� CQDE � SEWIC P ter 16 Seemnac Zone 4 Pone 16-2T Sea mac Zona Factor. Z: 0.4 ows 164 Sad Proline TyFa: S 0 Tatem 161 Setedc 8oumv Type: A Table I" ClosW Distanoe to Known Seiandc Sout+oer: 12.2 tem =f .6 manes San FsA . [clear Sours Faclor. Imo: 1.00 %•o Table I" Q Near Sou" Factor. Nr. 1.11 j.e T� 16-T 1S'po 86lemW Cm. aCa: A44 0.44i�ta Table 16-0 Seismic Coe s. Or. 0.71 = 0A4Hv Tette 10-R Nola: Vekm aro basad on doses[ d tante at notihmst pate of to herd development 0Y 1:1e Nv and Cy values would de<xease 00* (0 10 5%. ) ft Oft that Ile f 8thw &WGY In the tract development Rwped yotas. Shelton L fthVer. GE V c PteskW t I I�j --------------- If Ll O ;� .'i�.N`aw::j,:' "i r. w-+-t;:vr 2iy YE '.:!»og �Mi.'".T.`.:F ,'3� �3{;, .x�p'✓yp �.. C" s,4_.uh Yv'�-. -;� � y -a �r�'.—.� �cx�rs.�z.-,t�`r�-- R•x;.- s 6� rt r *� ..�.� .w „�. ,n .. 4 v�` ^'�, �'i` kf + .. �". .�.'��-'S `s€' ,z -s. ,�.ai: X106 EAST PSK STREET ��� SHEET NOS z�r - _ •sn7 1� �v b � � �,.���snx S" - k .r Jz i' �. „„S+'�^ p � „x git�tw � - + r q Su�te,�206�^��"�''� s 95 3F :."i�x wi���^" `` ���� .+� � e�"�•y '�v ar P {`� r t-� , -vc+�a� �'-. t, .s s e a�" � ` " zd� �' & �.'w �,s. �' �r< .� � .t•3 zn � s� rv" a r,.: FIEF CKE D BY s 81:48 fax 208 '634 4157 rt ` '� }' IL .,..�. Y � r - Vii. t.:rN l:< r{1 ..,2 _ •Ir T, ' Ic :; NALYSIS x �yF':3Ch'�Yv" < >E,,� v •--t''i,�" -s .y,,.v xtrtriw -1''+i - .0 as , s.. y,,� r,a~'+ �•yX'�' t SUMMITS ,RUCTURALtENGINEERINGx ,los No L ;.�^a"TTs�'�,-�� 4.-�'>�"�7"7 �' � x;ss„ o • � '� �•rf ; �'��` x �,r x '�sa>. I' O6 EAST PAMSTREET s y� - SHEET NO�fi'i' Suite 206���� -��� �r •'. to rgtr ,'` i :i .g-; �C LCU A ED BYr z w � A L T j �"�.' '.�. °Sys. $ - - S Yi 'p' c "� erg „�a 3f y'"sr'� tak t"s� w• 'cA a yMCCalI; ID83638' ` ` z�ya3�rt.s� CHECKED BYR'x� �� ''i �. r.x� x' 'r.'t� s � 'w' y s`�ta #rte �a r�i s 4yt a��,..xr: -�K•� a sn i� ��" x a� � t - »a,�. x yt i WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beammbc WoodWorks® Sizer 97e May 31; 2005 15:56:44 COMPANY I PROJECT Summit Structural Engineering i PO Box 813 I Donnelly, ID. 83615 I 1 1 ---------- ------------------- Dead I 650 650 Live I 288 288 Q Total I 938 938 �(D B.Length I 1.0 1.0 #################################y######################################### DESIGN SECTION: D.Fir-L, •No.2, 4x8 @ 6.027 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 -------------- ----- ----- ------ Shear fv @d = 44 Fv' = 119 fv/Fv' = 0.37 Bending(+) fb = 550 Fb' = 1462 fb/Fb' = 0.38 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.08 Total Defl'n 0.05 = <L/999 0.40 = 'L/180 0.13 FACTORS_F------CD-----CM-----Ct-----CL-----CF-----CV----Cfu-----Cr----LC# -- Fb'+= 900. 1.25 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 95 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 = 1404 lbs -ft Shear LC# 2 = D+L, V = 936, V@d = 748 lbs Deflection: LC# 2 = D+L EI= 177.83e06 lb-in'2 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 Z _SUIv1MIT:,STRUCTIIRAL ENGINEERQ IG ° r a` Phone ,, (208)'•534, 8148 Y Fa,�c"(208), 6341115Z� x,� r lOb`E P1rk Street Ste .206' McC ll, [D'. NDS -1997 ' Beam DESIGN DATA: ---DESIGN-CHECK--= ------------------------------------ material: Lumber -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--------------I----------------- I I Start End I Start End I Load 1 Dead Full Area 30 I----------------- (6.00)* I-------- 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 - I - 6.00 ft ------------- 1 1 ---------- ------------------- Dead I 650 650 Live I 288 288 Q Total I 938 938 �(D B.Length I 1.0 1.0 #################################y######################################### DESIGN SECTION: D.Fir-L, •No.2, 4x8 @ 6.027 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 -------------- ----- ----- ------ Shear fv @d = 44 Fv' = 119 fv/Fv' = 0.37 Bending(+) fb = 550 Fb' = 1462 fb/Fb' = 0.38 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.08 Total Defl'n 0.05 = <L/999 0.40 = 'L/180 0.13 FACTORS_F------CD-----CM-----Ct-----CL-----CF-----CV----Cfu-----Cr----LC# -- Fb'+= 900. 1.25 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 95 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 = 1404 lbs -ft Shear LC# 2 = D+L, V = 936, V@d = 748 lbs Deflection: LC# 2 = D+L EI= 177.83e06 lb-in'2 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 Z _SUIv1MIT:,STRUCTIIRAL ENGINEERQ IG ° r a` Phone ,, (208)'•534, 8148 Y Fa,�c"(208), 6341115Z� x,� r lOb`E P1rk Street Ste .206' McC ll, [D'. ----- 1- -- a j WOOdWOrkS® Sizer for ANTHONY POWER PRODUCTS' Roof Beammbc WoodWorks® Sizer 97e May 31; 2005 13:52:04 ' COMPANY I PROJECT Summit Structural Engineering I PO Box 813 I Donnelly, ID. 83615 1 ' I 3.50 It I ---------- ------------------- Dead I 911 628 Live I. 4"47 297 Total 1 1358 925 B.Length I 1.0 1.0 ########################################################################### ' DESIGN SECTION: D.Fir-L, . No. 1, 6x8 @ 9.798 plf �� y '� This section PASSES the design code check. l� ########################################################################### - COIL 'F SECTION vs. DESIGN CODE (stress=psi,.deflection=in) ------------ Criterion I Analysis Value I Design Value I Analysis/Design I --1----------------I----------------I------------------I ' Shear fv.@d = 41 Fv' = 106 fv/Fv' = 0.39 Bending(+) fb = 273 Fb' =.1500 fb/Fb' = 0.18 ' -Live --Deft=n====000===<L/999---=0 12====L/360002--==---_- Total Defln 0..01 = <L/999 0.23 = L/180 0..03 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 = 1174 lbs -ft ' Shear : LC# 2 = D+L, V 1356, V@d = 1130 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 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 k�'x X106 EParlvSfreeS'te 206 IVIcCall'ID �aPhone (208) 634 S1�l8�dFax (208) 630.5079 �� � DESIGN CHECK - NDS -1997 ' Beam DESIGN DATA: material: Timber -soft • I lateral support: Top= Full Bottom= @Supports total -length: Load Combinations: ASCE 7-95 ions: 50===(ft)________________________________________ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) Load I »Self -weight automatically included<< _______________________________________________________ Type I Distribution I Magnitude I Location �I j Pattern I I I Start - End I Start End I Load -----I--------I-------------- .1 I----------------- Dead Full Area 30. I__ --------------- (7.00)* I-------- No ' 2 Live Full Area 16 (7.00)* No 3 Dead Full Area ` 15 (2.00)* No 4 Dead Point �) 660 1.00 No ) 5 Live Point G 352 1.00 No 1 *Tributary Width (ft) I MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ' I 3.50 It I ---------- ------------------- Dead I 911 628 Live I. 4"47 297 Total 1 1358 925 B.Length I 1.0 1.0 ########################################################################### ' DESIGN SECTION: D.Fir-L, . No. 1, 6x8 @ 9.798 plf �� y '� This section PASSES the design code check. l� ########################################################################### - COIL 'F SECTION vs. DESIGN CODE (stress=psi,.deflection=in) ------------ Criterion I Analysis Value I Design Value I Analysis/Design I --1----------------I----------------I------------------I ' Shear fv.@d = 41 Fv' = 106 fv/Fv' = 0.39 Bending(+) fb = 273 Fb' =.1500 fb/Fb' = 0.18 ' -Live --Deft=n====000===<L/999---=0 12====L/360002--==---_- Total Defln 0..01 = <L/999 0.23 = L/180 0..03 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 = 1174 lbs -ft ' Shear : LC# 2 = D+L, V 1356, V@d = 1130 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 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 k�'x X106 EParlvSfreeS'te 206 IVIcCall'ID �aPhone (208) 634 S1�l8�dFax (208) 630.5079 �� � _ .. I( I 112' i'r.• .11� t .• ^, FOUNDATION DESIGN Typical, Exterior Footing ►` ,. '. ;* ,fir • : ;b ' DL + LL x Trib. Area = Load Roof Load. 30 ` 16 x - 8 = Y 368 Floor Load 12 40 x 0 = 0. ' Wall Load . 15' x 10 , 150 ii ' Total :(W) , 518..; Allowable Soil Pressure (q) _ ' . =1000 psf ' Minimum footing width (b). = W/q _ 518 Ib / 1000 psf bmin : 6.22 'in. 'Use 12" wide x 12" thick footing. Typical Interior Footing ' ,. rl DL + . LL x Trib. Area. = Load Roof Load , 30 16'x 14 = 644 +i ' Floor Load 12 40 x 0 = 0 Wall Load << 10 x 10 100---- 00- - Total Total (W) r 744 Allowable, Soil Pressure (q) = 1000 psf . ' Minimum footing width (b)y= W/o = 744 Ib /. 1000 psf bmin= 8.93 in. Use 12" wide x 12" thick footing. N �*, :•«t "•Ys�e 7'G } kms. ���,,�,���,�„ ;r��� SUMMITSTRUCTtJRAL�ENGINEERING t, JosNo� ~� E G ,G +zrj? 2-.#»v J,C.:..: y"i Tt - �106E'ASTPARK STREET�; lY 1 e q -� ,, SHyyEET NO: ., °;,�`. •SpL?? ..•A`ML�LJ At^l�` y t• •'`,Ff i �� �'q••��•+p• ?r•i5 ' v ?• r�CALCULATE� BY�'�•.��s. ,ao-y �' ��o � ,�:� �' ��...!�S„ � •✓: f; 4 ?�.� R n �,.rz�• :r a �4'Y - MCCaII;`ID83638r :moi "� ;siv ^u r � xt i " � p x. � �' � � � •.,? *. ".Nrr'' 3:t'K•�x r _= � TE R. ANALYS.LS . �: i ' . •. it t :.3PezvYn �' J' -:u3 Y-3''^'-£b�i 1 ' '. 6'kg'° '•Ys' "�3`'.SvtYl - :'Ya5^, .. } _ SUMMT�STRUTUR�ALT`�ENGINEERING�11., k l OfiEAST PARKSsTREET K ` .'�:4SMEET '+u,%%", '3. .Sfi '1,l' s ,-•. ¢ 7 r, _ ,. Y Su�te206dCALCULATED BY »y ,. V. ' �u + 'G "l^it . `�•, }j ✓fir :.z.'s•..rt7'• Et a y ` ttzS`•r'.�w,`kce x +x"`}3 � �2"S gMCCalI YID83638 `*s�@ ,�t::•^.tt CHECKED B;Y x ALE w i 2001 UBC Lateral Analysis BLOCK A Wind and Seismic Load Distribution Weight of Materials Roof DL 30 psf. ' Floor DL12 psf Exterior Wall 15 psf Interior Wall 10 psf Design Base Shear 'M r V=(C„ I/RT) x W Z= 0.4 • Na = 1 V= 0:827 x W Soil Profile . Sa Nv Vmax = 2.5Ca1/R x .W C„ 0.704 'Base Cv= 4.64 s;. Vmax= 0.244 x W Ca = 0.44 Base Ca= •0.44 ' R = 4.5' S 1� h = 20 Vmin = 0.11Cal x W- T= Ct(hn)3/a - ' Vmin =. 0.0484 x W T= 0.189 Vmin = 0,8ZN IIR x W (Seismic Zone'4 on ' Vmin2 = 0.678 Convert Design Base Shear from Strength Design to Allowable Stress Design (1612.3. 1) ' D + E/1.14 = 0.24444444 /1.40.175 i LLi � • V= 0.175 x W Design-Wind Pressure (Method 2, Projected Area) ' Ce P=CeCyQsl = 13 W { 1: i� Cq = 1.3' P = 18.5 psf 10 QS = 12.6 y Iw = 1 t✓ .:'% d ,i:'.v2 ,..a w^W.kf.! s- s $ 5SUMM1UbTRUCTURAL ENGINEERING � Joa No ° � �� , 106 EAST PARK STREET $ ` s� ` a eta' nrr r ,i r�ffr y?6� �SHEETND p .X:t v: � 4.Yx�+�"(� `f° kC «c '(; z'-''. `y S•,+<'�. �t 206 ;v '� } r,CALCULATED McCall ID 83 38i 4'` ,p i i � ,a � a,`,N �. 4$• .a > '� xt�`s t Ss; � ��i� t f CHEC�KED�BY ��`��ar � ,�,a fi 3 M I f Z C' � / Q,. 3, �'j f rA' y 'L'T• 3 � .! x(4208) 634 8148faX (208)x634 4157 ., .M-... ? . ;.a.... r.... .. .. .... .. . ...1 fa.. .. M.. Vertical Distribution of Forces North - South Direction , Dead Loads Tribituary Area Roof 30psf x 14 ft = 420 Exterior Wall 15 psf x 5 ft x 1 = 75 Interior Wall 10 psf x 5 ft x 1 = 50 .0.175 x 545 95 Ib./ft., Wind 18.5 psf x 8 ft. = 148 lb ./ft. East - West Direction Dead Loads Tribituary Area Roof 30 psf x 42 ft = 1260 Exterior Wall 15 psf x 5 ft x 2 = 150 Interior Wall 10 psf x 5 ft x 1 = 50 0.175 x 1460 255 Ib./ft. Wind 18.5 psf x 8 ft. = 148 Ib./ft. I �5�04" 1Zi� 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 rrriax 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. a = trib. depth b = width of block X = width trib. to shear -wall LN, = length of shear wall rmax = (umax * 10/LW)Ntota1 p = 2 - 20/(max *(A e)^ 112) = p = 2 - 2((b^ 1/27a„ 112)(L wIX)] _ Additionally, an iterative process is often required as part of 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 the 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,STRUGTURAUENGIIVEERING��� �� k � 1f��� ����y� Jos No�'�����* .. — '' 'R A ;;106 EAST PARK STREET�r.�x xa. �e. 1i7� � � i b.z-n e� sYt z ,.�1 » s ^er f�yi' <� .. �n� ,a+t•"0 v. a ,a � 206 �� �1 1997 UBC Lateral Analysis Rho Calculations Continued y ,L Numerical Proof Starting with the numerical model, and the base rho equations listed below, we have: p = 2 - 201[rm.., x (AB). 112] with rmax = V,.,.,Nstory x 10/Lwau Substituting rmax into the rho equation we have: p= 2- 20 x Vu,, x L,,,� 10 VWen (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: Vstory =.a x b x (factor) where factor is a constant (5 psf good estimate for the simple house specified above). VW.11= 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 (a)(X)(factor) [(a)(b)]^12 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)]^12 is equivalent to (a)^12 x (b)02. Simplifying the equation above, the [(a)(b)]^1.12 cancels with the (a)(b)(factor) above leaving [(a)(b)]^12 x (factor) which is the same as (a)^12 x (b)^12 x (factor). Also, the (factor) components cancel. Last, the positive (a)^12 on the top cancels with the (a) on the bottom, (subtract exponents) leaving a (a)^12 on the bottom. The simplified form of the equation is listed below. p =2-2 x ibL x L." (a)^v2 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. . w,4a• { ty„ .:y, 2 si '"� � t . :. , �X :SUMMIT STRUCTURAV� NGINEERINGM- �jo6 r„ r• -A ..t '�`" ^a. S+�i sss est, T; t r '• ^i h106 EAST PARK STREET ;Swite 2U6 •y"x'`i.e'+s iw.t ,hi, '3`"�.s �r t F ) ^c �%"? t y? j B ` && CALCULATEDI Y ��. B Mccall,' ID:83638 r ,+, rCHECKED BY (208)•634 8148 �, fax„ (208) 634=4157 x=' `� r `' ,SCALE ;•. _ ' = t l 1997 UBC Lateral Analysis Rho Calculations Continued r r•; 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 is 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 width (X) is also small. ' Rather, it seems to be using what I will call the "average length" [(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, with several 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)]A" = 42.43 ft. ' Vmax = (5 psf)(30')(30') = 4500 Ib. Vto,y = (5 psf)(30')(60') = 9000 Ib. ' rmax — V,.,an X 10 ; Vstory Lw rmax = (4500)(10)/(9000)(15') = 0.3333 ' p = 2 - 20/(rm.)((Ab)^1/2) p = 2 - 20/(0.333)(42.43) = 0.59 Short Equation ' p=2-2(b^112)XL (a^'/2) X p = 2 - 2(7.75) x 15' = 0.59 (5.48) 30' I48sYfax 3- shear wall a Iw x b a = trib. depth b = width of block x = width trib. to shear wall Iw = length of shear wall Amax — lVmax * 10/1w�Ntotal p = 2 - 20/(%max *(A s).^ 1/2) _ p = 2 - 2((b^1/2/a^1/2)(1 w/X)] _ Block A Shear Line = ' Block A b = Block A ' Shear Line = A p = 2 - 2[(b ^ 1121a A v2)(I a = 14 ft.. ' b = 42 ft. ' IW = 4 ft. X = 21 ft. p = 2 - 2((b^1/2/a"1/2)(1 w/X)] = 1.34 shear wall a Iw x b a = trib. depth b = width of block x = width trib. to shear wall Iw = length of shear wall Amax — lVmax * 10/1w�Ntotal p = 2 - 20/(%max *(A s).^ 1/2) _ p = 2 - 2((b^1/2/a^1/2)(1 w/X)] _ Block A Shear Line = 2 Block A b = Shear Line - 1 ' a = 42 ft. p = 2 - 2[(b ^ 1121a A v2)(I b = 14 ft. Iw = 12 ft. ' x = 13 ft. p = 2 - 2((b^ vs/aA 1)(I./X)] _ , 0.93 .d shear wall a Iw x b a = trib. depth b = width of block x = width trib. to shear wall Iw = length of shear wall Amax — lVmax * 10/1w�Ntotal p = 2 - 20/(%max *(A s).^ 1/2) _ p = 2 - 2((b^1/2/a^1/2)(1 w/X)] _ Block A Shear Line = 2 a = 42 ft. b = 14 ft. Iw = 19 ft. X = 7 ft. p = 2 - 2[(b ^ 1121a A v2)(I w /x)] • An ,� kx . .. ,s •ra. ,y x¢ r � . .,Xi L:s ,,�; 'iY,-aa't cz: , a� �-..;e•�" "L. ""'4 . •y'. SUMNIITwSTRUCTURAL'ENGINEERING F„�,�72�r't 4,Joallo_t' khm :, [,• '` ,106 EAST PARK STREET -4 ,32'.�'S�.C"``£.<i,j Jf Ra�A i�'k��}l.. �t fCALCULrATED BY 4� i 4�i3 ,Me 'qII,, 83638 1 ' ,. r+, 3 Hca tib x CHECKED BY t . x r ;tax. j�' ” r(208)634�8148`ax (208) 634-4157 ` `' SCALE ?o• ?2 ' Lateral Analysis ' Shear Wall Line A Roof level Block A L= 2 ' V= 127' ' Q1 = 127 Ib/ft x 42 / 2 = 2667 Load From Side 0 Ib/ft x 42/ 2 = 0 ' Additional Load 0 0 Total Load 2667 ' Unit Shear = 2667 I 2 ft. = 1334 Ib./ft. Use Simpson "Strongwall" ICBO No. PFC5489 SW24x10 Cap. = 1590 Ib. +YJK . i .,3� F;'i SUMIIIIIT STRUCTUA* ENGINEERINGw No $.#u- m.Y.r`^{„`s31xv,(.k Y ., 'sKx Ff..�'1E. t "'"'E✓...Ra p .a 1 O6 EAST lu P`A''Ak" EE TG�i .y. 3' '? � ®R" t«� �: a �� sY���t SHEET4N0�, CALCULATEDtBY '�� McCaII,ID�83638;i��.���� ��r ��,,& ` � ` •�°'�' �s���S' , > ,'� � �1��-CHECKED BY"''�z �-��.r�yy �a � !!Dead Load Tribituary . 'Load x Arm2l, Mr Roof/Clg Load 30 psf x 6 _ 180 7 4410 Wall Load 15' psf x 10 = 150. 7, 3675 ' Floor Load 12 psf x 0. = 0 A 7' 0 ,: Additional Pt. D.L. - 0 } 0 7 0. ' Lateral Analysis Mr = 8085, Mot = 94 plf x 7 x 10 = Shear Wall. Line, j, 2 Roof level Block A TuP = (Mot - .85 x Mr) / ; ; .. 7 ft - . 0.33 ft.= , T = -44 19 V =, 255 Standard A.B. adequate No Holdown Required Cj U,G'f Q1'= '255' Ib/ft x- 14/ 2 _ 1785 , tj Load. From Side 0 Ib/ft x Of 1. = 0 " Additional Load . " - 0 0' ' Total Load 1785 1h, Unit Shear = ' 1785 / 19 ft. = 94 Ib./ft. Use Shear Wall Schedule Nm4 Capacity'=,350 Ib./ft. 318". Plywd. CDX w/ 8d.@ 414/12 - k {i' !!Dead Load Tribituary . 'Load x Arm2l, Mr Roof/Clg Load 30 psf x 6 _ 180 7 4410 Wall Load 15' psf x 10 = 150. 7, 3675 ' Floor Load 12 psf x 0. = 0 A 7' 0 ,: Additional Pt. D.L. - 0 } 0 7 0. ' Mr = 8085, Mot = 94 plf x 7 x 10 = 6576 TuP = (Mot - .85 x Mr) / ; ; .. 7 ft - . 0.33 ft.= , T = -44 Standard A.B. adequate No Holdown Required Cj U,G'f JG.�t`•