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0105-044 (CSCS) Revision 1 Title 24C1TY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED F64 CONSTRUCTION BY. 6�� *P .'600 ft CA TITLE 24 REPORT Title 24 Report for: Del Taco Washington St La Quinta, CA Project Design),: > ue rg n s . uite D1 sm CA �p 5 t Prep ed By: BiL! Lilly 0 IA G & ERGY MI E ., SUITE C CER , 5307 09) 38-2879 F Job Number: delta2032a21 Date: 6/7/2001 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 1998 Building Energy Efficiency Standards. This program developed by Gabel Dodd/EnergySoft, LLC (415) 883-5900. EnergyPro 2.1 By EnergySoft Job Number: delta2032a21 User Number: 1126 ' TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Nonresidential Performance Title 24 Forms 3 Form ENV-MM Envelope Mandatory Measures 12 Form LTG-MM Lighting Mandatory Measures 13 Form MECH-MM Mechanical Mandatory Measures 14 HVAC System Heating and Cooling Loads Summary 16 EnergyPro 2.1 By EnergySoft Job Number: delta2032a2l User Number: 1126 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 1 of 3 PERF -1 PROJECT NAME Del Taco DATE 6/7/2001 PROJECT ADDRESS Washington St La Quinta Bin Lilly Building Permit # PRINCIPAL DESIGNER - ENVELOPE Owens Design TELEPHONE ------ - DOCUMENTATION AUTHOR CALIFORNIA LIVING & ENERGY TELEPHONE (209) 538-2879 Checked by/Date Enforcement Agency Use ISTATEMENT OF COMPLIANCE I This Certificate ot Compliance lists the building features and performance specifications needed to comply with Title 24, Parts and 6, of the State Building Code. This certificate applies only to a Building using the performance compliance approach. Bin Lilly 7 The Principal Designers hereby certify that the proposed building design represented ih1the construction documents and 2,969 Sq.Ft. submitted with this permit application. The proposed building as designed meets the energy efficiency requirements of the 15 BUILDING TYPE NONRESIDENTIAL ❑ 1. 1 hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions HIGH RISE RESIDENTIAL HOTEL/MOTEL GUEST ROOM PHASE OF CONSTRUCTION NEW CONSTRUCTION Ej ADDITION 0 ALTERATION El EXISTING + ADDITION ISTATEMENT OF COMPLIANCE I This Certificate ot Compliance lists the building features and performance specifications needed to comply with Title 24, Parts and 6, of the State Building Code. This certificate applies only to a Building using the performance compliance approach. Bin Lilly DAT �. U( The Principal Designers hereby certify that the proposed building design represented ih1the construction documents and modelled for this permit application are consistent with all other forms and worksheets, specifications, and other calculations submitted with this permit application. The proposed building as designed meets the energy efficiency requirements of the State Building Code, Title 24, Part 6. ENV. LTG. MECH. ❑ 1. 1 hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am licensed as a civil engineer, mechanical engineer, electrical engineer or architect. ❑ o 2. I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section 5537.2 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that I am a licensed contractor preparing documents for work that I have contracted to perform. ❑ ❑ 3. I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section of the Code to sign this document as the person responsible for its preparation; and for the following reason: Indicate location on plans of Note Block for Mandatory Measures Required Forms ENVA T Owens Design LIG. NO. ATE— 8 2001 Indicate location on plans of Note Block for Mandatory Measures Required Forms LTG -1 PRINCIPAL LIGHTING DESIGNER - NAME I SIGNA LIC. NO. DATE UN 8 2001 Indicate location on plans of Note Block for Mandatory Measures MECH-1, MECH-2, MECH-3 Required Forms PRINCIPAL MECHANICAL DESIGNER - NAME SIGNATU LIC. NO. DATE UN 8 Run InitiationTime: un Code: 991933687 EnergyPro 2.1 By EnergySoft User Number: 1126 , Job Number: delta2032a2l Page:3 of 17 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 2 of 3 'PERF -11 Del Taco 6/7/2001 ANNUAL WURCE I SUMMARY u sq -yr Standard Proposed Compliance ENERGY COMPONENT Design : : Design ' Margin (7s�andard propose, Space Heating Space Cooling Indoor Fans 1.92 1.99 -0.07 �Spaoe Hea . z Fes. 89.63 81.54 8.08 54.97 52.85 2.12 `Heat Rejection Pumps Domestic Hot Water ° r� 0.00 0.00 0.00°' 0.00 0.00 0.00 -35.30 36.65 -1.35 Lighting 4• Receptacle' ; . Process r 38.09 35.97 2.12 14s5 _ 0.00 0.00 o:oo 0.00I'll TOTALS: �zu� � '� � 0'� +,a 10 -��20e ✓ 30'. 30�' . 5U• 60 ��70' 80 234.76 223.85 10.91`` Building Orientation- (South)196 deg Conditioned Floor Area 2,969 sqft. Number of Stories 1 Unconditioned Floor Area o sqft. Number.of Systems.: 2 Conditioned Footprint Area 2,969 sqft. Number of Zones 3 Orientation Gross Area Glazing Area Glazing Ratio Front Elevation(South) 684 sqft.. 210 sqft. 30./a 7 Left Elevation (West) 315 sqft. 0 sqft. 0.0% Rear Elevation (North) 675 sqft. 186 sqft. 27.6% Right ElevationL' (East) 345 sqft. 137 sqft. 39.7% Total:, . 2,019 sqft. 533 sqft. Roof ^ ' 2,879 sqft. E=� sqft. 0.0% Standard Proposed - 1ighting Power Density' . 1.294 W/sgft. 1.221 Wrsgft. Prescriptive Env. Heat „Loss 671 ` 598 Prescriptive Env`:Heat Gain' 72,272 59,847 emar s: Standard Building (Compliance) r Run nl is ton Ime: un Code: 9919.33687 EnergyPro 2.1, By Energysoft User Number: 1126 Job Number: de1ta2032a21 : Page:4 of 17 PERFORMANCE CERTIFICATE OF COMPLIANCE Part 3 of 3 PERF -1 PROJECT NAME Del Taco DATE 6/7/2001 System Name Zone Name Occupancy Type Floor Area (sgft.) Inst. LPD (W/sf)l Ctrl. Tailored Credits LPU Vent. (W/sf)2 (W/sf)3 (cfm/sf) Proc. Loads (W/sf) Dining Dining Dining Area 1,479 1.35 Kitchen/Restroom Restroom Corriclor/Restroom/Suppoit 288 1.29 Kitchen Kitchen & Food Prep 1,202 1.04 Notes: 1, See LTG -1 (items marked with asterisk, see LTG -2 by others) 2. See LTG -3 3. See LTG -4 Items above require special documentation i he wcdi emorcernem dyency snvwa pay speciai attention to the items specmea in tnis cnecKIISt. I nese items require special wri e—n justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. 1 131- E: -IA The exceptional features listed in this performance approach application have specifically been reviewed. Adequate written justification and documentation for their use have been provided by the applicant. Authorized Signature or Stamp ttun Initiation Time: 06/07/01 10:08:07 Run Code: 991933687 EnergyPro 2.1 By EnergySoft User Number: 1126 Job Number: delta2032a2l Page:5 of 17 ENVELOPE COMPLIANCE SUMMARY Perfonnance ENV -1 (PROJECT NAME DATE Il Del Taco 6/7/2001 Solar Surface Framing Act. Gains # Type � Type Area U -Val. Azm. Tilt Y/N Form 3 Reference Location / Comments Act. # Type Area U -Val. Azm. SHGC Glazing Type Location / Comments 7 Window 3 1.190 106 0.82 Single tint Default Kitchen EnergyPro 2.1 By EnergySoft User Number: 1126 Job Number: delta2032a2l Page:6 of 17 # Exterior Shade Type SHGC Window Hgt. Wd. Overhang Left Fin Right Min Len. Hgt. LExt.RExt. Dist. Len. Hgt. Dist. Len. Hgt. 1 None 0.76 5.0 16.0 2.0 0.1 2.0 2.0 2 None 0.76 3 None 0.76 6.5 4.0 2.0 0.1 2.0 2.0 4 None 0.76 5.0 16.0 2.0 0.1 2.0 2.0 5 None 0.76 6 None 0.76 7 None 0.76 EnergyPro 2.1 By EnergySoft User Number: 1126 Job Number: delta2032a2l Page:6 of 17 LIGHTING COMPLIANCE SUMMARY Performance LTG -1 PROJECT NAME ®el Taco ' DATE 6/7/2001 LAMPS BALLASTS Luminaire Code LUMINAIRETYPE DESCRIPTION DESCRIPTION # watts Per Lamp DESCRIPTION # (Lamp + Ballas Total Watts # Watts A/58 (2) 4 ft Fluorescent T8 Elec F32T8 2 32 Electronic 1.0 12 62.0 744 A1/58 2x2 T-8 Gx32 21 321 Electronic 1.0 6 64.0 384 B/58 (2) 4 ft Fluorescent T8 Elec F32T8 2 32 Electronic 1.0 1 62.0 62 C/58 Pendant 2x2 U/6 F32T8 2 32 Electronic Instant Start 1.0 15 63.0 945 D(1)/58 (2) 4 ft Fluorescent T8 Elec F32T8 2 32 Electronic 1.0 7 62.0 434 E/60 60w Surface Mount Incandescent 60W 11 601 No Ballast 16 60.0 960 S Catus Fluorescent 1 32 Magnetic Standard 1.0 3 32.0 96 Subtotal from this Pag 3,625 Building Total 3,625 Less Control Credit Watts (From LTG -3)F Adjusted Actual Watts 3,625 CONTROL LOCATION (Room #) CONTROL IDENTIFICATION CONTROL TYPE (Auto Time Switch, Exterior, etc.) NOTE TO FIELD SPACE CONTROLLED CONTROL LOCATION (Room # or Dwg. #) CONTROL IDENTIFICATION CONTROL TYPE (Occupant, Daylight, Dimming, etc.) LUMINAIRES CONTROLLED NOTE TO FIELD - For tSuilcling Uepartment Use Unly Un InitiationTime: Un Code: 991933687 EnergyPro 2.1 By EnergySoft User Number: 1126 Job Number: delta2032a21 Pagel of 17 CERTIFICATE OF COMPLIANCE Performance MECH-1 Del Taco SYSTEM NAME TIME CONTROL SETBACK CONTROL ISOLATION ZONES HEAT PUMP THERMOSTAT? ELECTRIC HEAT? FAN CONTROL VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT/COOL? HEATING SUPPLY RESET COOLING SUPPLY RESET VENTILATION OUTDOOR DAMPER CONTROL ECONOMIZER TYPE DESIGN AIR CFM (MECH-3, COLUMN H HEATING EQUIPMENT TYPE HEATING EQUIPMENT EFFICIENCY COOLING EQUIPMENT TYPE COOLING EQUIPMENT EFFICIENCY MAKE AND MODEL NUMBER HEATING DUCT LOCATION R -VALUE COOLING DUCT LOCATION R -VALUE DUCT TAPE ALLOWED? PIPE TYPE (SUPPLY, RETURN, ETC.) PIPE INSULATION REQUIRED? 6/7/2001 MECHANICAL SYSTEMS DHW Heater Dining Kitchen/Restroom n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a Gas Fired 76% n/a n/a mith FSG -75 or qu n/a n/a n/a n1a n/a Supply & Return HW Yes Programmable Switch Heating & Cooling Requi n/a n/a n/a Constant Volume No No Constant Temp Constant Temp Air Balance Auto Diff. Temp (Integrated) 1585 cfm Gas Furnace 81% AFUE Packaged DX 8.5 EER I RA1qE-YCD150C4t*B* Programmable Switch Heating & Cooling Requi n/a n/a n/a Constant Volume No No Constant Temp Constant Temp Air Balance Auto No Economizer 250 cfm Gas Furnace 81% AFUE Packaged DX 10.0 SEER / 8.9 EER in Attic 4.2 Ducts in Attic 4.2 in Attic 4.2 Ducts in Attic 4.2 Yes No Yes Yes FIELD CODE TABLES: Enter code from table below into columns above. HEAT PUMP THERMOSTAT? Y: Yes N: No TIME CONTROL SETBACK CTRL. ISOLATION ZONES FAN CONTROL ELECTRIC HEAT? S: Prog. Switch O: Occupancy Sensor M: Manual Timer H: Heating C: Cooling B: Both Enter Number of Isolation Zones. I: Inlet Vanes P: Variable Pitch V: VFD O: Other C: Curve VAV MINIMUM POSITION CONTROL? SIMULTANEOUS HEAT /COOL? VENTILATION OUTDOOR DAMPER ECONOMIZER O.A. CFM HEAT AND COOL SUPPLY RESET? HIGH EFFICIENCY? B: Air Balance C: Outside Air Cert. M: Out. Air Measure D: Demand Control N: Natural A: Auto G: Gravity A: Air W: Water N: Not Required Enter Outdoor Air CFM. Note: This shall be n less than Col. H on MECH-3. DUCT TAPE ALLOWED? PIPE INSULATION REQUIRED? KUn Initiation Ilme: ub/u7/u1 1u:uaw Run Code: 991933687 EnergyPro 2.1 By EnergySoft User Number: 1126 Job Number: delta2032a2l Page:8 of 17 MECHANICAL EQUIPMENT SUMMARY Part 1 of 2 MECH-2 PROJECT NAME DATE Del Taco 6/7/2001 Motor Location CFM Efficiency Tons PUMPS CFM Equipment Name Equipment Type Qty. Tot. Qty GPM BHP Motor Eff. Drive Eff. Pump Control 97.0% none TRANE YCDHOC4W� Constant Volume Blow -Through 2,000 1.00 82.5% 100.0% none TANK INSUIL. Energy Factor or Recovery Efficiency Standby Loss or Pilot System Name System Type Distribution Type Qty Rated Input (Gals.) Vol. Ext. R -Val. A.O.Smith FSG -75 or Equal Large Gas Standard 1 75,100 74 0.76 0.0310 0.0 OLING System Name System Type Qty. Output Aux. kW I Eff. Output Sensible Efficiency Economizer Type TRANE YCD150C4L*B* Packaged DX 1 122,000 0.0 81%AFUE 140,000 98,0008.5 EER Diff. Temp (Integrate TRANE YCD060C4H*B* Packaged DX 1 109,000 10.0 81%AFUE 60,000 42,00010.0 SEER/ 8.9 EER No Economizer System Name Fan Type Motor Location CFM BHP Motor Eff. Drive Eff. CFM BHP Motor Eff. Drive Eff. TRANE 4 Constant Volume Blow -Through 4,000 2.90 84.0% 97.0% none TRANE YCDHOC4W� Constant Volume Blow -Through 2,000 1.00 82.5% 100.0% none on EnergyPro 2.1 By EnergySoft User Number: 1126 Job Number: delta2032a21 Page:9 of 17 MECHANICAL EQUIPMENT SUMMARY Part 2 of 2 MECH-21 I-'_ ------Del Taco I DATE 6/7/2001 HAUW_1-- Room Name Qty, CFM Zone Name System Type Qty. Min. CFM Ratio Reheat Coil Flow Ratio CFM BHP Motor Eff. Drive Eff. Type Output lype DeltaT 97.0% HAUW_1-- Room Name Qty, CFM BHP Motor Eff. Drive Eff. Restrpom 2 80 0.00 77.0% 97.0% Kitchen 1 80 0.00 40.0% 97.0% n Initiation i ime: orm User Number: 1126 Room Name qty, CFM BHP I Eff Run Code: 991933687 Job Number: delta2032a2l Drive Eff. Page: 10 of 1 MECHANICAL VENTILATION MECH-3 Dei Taco 6/7/2001 a IN a o 0 0© a 0 0 0 ZONE/SYSTEM Dining Dining Restroom Kitchen Kitchen/Restroom AREA BASIS AREA (SF) CFM PER SF CFM (B x C) 1,479 0.50 740 740 1,585 288 0.15 43 1,202 0.15 180 180 90 90 224 250 OCCUPANCY ASIS - M MIN. OF PER CFM PEOPL PERSON (ExF) T T REQ'D O.A. (MAX OF D OR G) DESIGN OUTDOOF AIR CFM VAV MIN. RATIO TRANS FER AIR 740 1,585 740 1,585 43 160 180 90 90 224 250 C Minimum Ventilation Rate per Section 121, Table 1-F. E Based on Expected Number of Occupants or at least 50% of Chapter 10 1997 UBC Occupant Density. I Must be greater than or equal to H, or use Transfer Air. Design Outdoor Air includes ventilation from Supply Air System & Room Exhaust Fans. K Must be greater than or equal to (H minus 1), and, for VAV, greater than or equal to (H -J). EnergyPro 2.1 By EnergySoft User Number: 1126 Job Number: delta2032a2l Page: 11 of 17 ENVELOPE MANDATORY MEASURES ENV -MM Del Taco 6/7/2001 1 DESCRIPTION Designer Enforcement [X §118(a) Installed Insulating Material shall have been certified by the manufacturer to comply with the California Quality Standards for insulating material, Title 20, Chapter 4, Article 3. [( § 118(c) All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24, Part 2. § 117(a) All Exterior Joints and openings in the building that are observable sources of air leakage shall be caulked, gasketed, weatherstripped or otherwise sealed. § 116(b) Site Constructed Doors, Windows and Skylights shall be caulked between the unit and the building, and shall be weatherstripped (except for unframed glass doors and fire doors). [XIu § 116(a)1 Manufactured Doors and Windows installed shall have air infiltration rates not exceeding those shown in Table Number 1-E. of the Standards. Manufactured fenestration products must be labeled for U -value according to NFRC procedures. §118(e) Demising Walls in Nonresidential Buildings: The opaque portions of framed demising walls in nonresidential buildings shall have insulation with an installed R -value of no less than R-11 between framing members. EnergyPro 2.1 By EnergySoft User Number: 1126 Job Number: de1ta2032a21 Page:12 of 17 LIGHTING MANDATORY MEASURES LTG -MM Del Taco 6/7/2001 DESCRIPTION Designer Enforcement ® § 131(d)1 Building Lighting Shut-off: The building lighting shut-off system consists of an automatic time switch, with a zone for each floor; or the building is separately metered and less than 5,000 square feet; exempt from the shut-off requirement. ® § 131(d)20verride for Building Lighting Shut-off: The automatic building shut-off system is provided with a manual, accessible override switch in sight of the lights. The area of override is not to exceed 5,000 square feet. ® § 119(h) Automatic Control Devices Certified: All automatic control devices specified are certified, all alternate equipment shall be certified and installed as directed by the manufacturer. Fluorescent Ballast and Luminaires Certified: All fluorescent fixtures specified for the project are certified and listed in the Directory. All installed fixtures shall be certified. § 132 Tandem Wiring for One and Three Lamp Fluorescent Fixtures: All one and three lamp fluorescent fixtures are tandem wired with two lamp ballasts where required by Standards Section 132; or all three lamp fluorescent fixtures are specified with electronic high -frequency ballasts and are exempt from tandem wiring requirements. ® § 131(a) Individual Room/Area Controls: Each room and area in this building is equipped with a separate switch or occupancy sensor device for each area with floor -to - ceiling walls. ❑ § 131(b) Uniform Reduction for Individual Rooms: All rooms and areas greater than 100 _ square feet and more than 1.0 watts per square foot of lighting load shall be controlled with bi-level switching for uniform reduction of lighting within the room. 0 § 131(c) Daylight Area Control: All rooms with windows and skylights that are greater than 250 square feet and that allow for the effective use of daylight in the area shall have 50% of the lamps in each daylit area controlled by a separate switch; or the effective use of daylight cannot be accomplished because the windows are continuously shaded by a building on the adjacent lot. Diagram of shading during different times of the year is included on plans. § 131(f) Control of Exterior Lights: Exterior mounted fixtures served from the electrical panel inside the building are controlled with a directional photo cell control on the roof and a corresponding relay in the electrical panel. a § 131(e) Display Lighting. Display lighting shall be separately switched on circuits that are 20 amps or less. EnergyPro 2.1 By EnergySoft User Number: 1126 Job Number: delta2032a2l Page:13 of 17 MECHANICAL MANDATORY MEASURES Part 1 of 2 MECH-MM Del Taco 6/7/2001 DESCRIPTION Designer Enforcement Equipment and Systems Efficiencies §111 Any appliance for which there is a California standard established in the Appliance Efficiency Regulations will comply with the applicable standard. L'J § 115(a) Fan type central furnaces shall not have a pilot light. [XI § 123 Piping, except that conveying fluids at temperatures between 60 and 105 degrees Fahrenheit, or within HVAC equipment, shall be insulated in accordance with Standards Section 123. [X] § 124 Air handling duct systems shall be installed and insulated in compliance with Sections 601, 603 and 604 of the Uniform Mechanical Code. Controls § 122(e) Each space conditioning system shall be installed with one of the following: [( § 122(e)1A Each space conditioning system serving building types such as offices and manufacturing facilities (and all others not explicitly exempt from the requirements of Section 112 (d)) shall be installed with an automatic time switch with an accessible manual override that allows operation of the system during off -hours for up to 4 hours. The time switch shall be capable of programming different schedules for weekdays and weekends; incorporate an automatic holiday "shut- off' feature that turns off all loads for at least 24 hours, then resumes the normally scheduled operation; and has program backup capabilities that prevent the loss of the device's program and time setting for at least 10 hours if power is interrupted; or LJ § 122(e)1 B An occupancy sensor to control the operating period of the system; or § 122(e)1C A 4 -hour timer that can be manually operated to control the operating period of the system. U§ 122(e)2 Each space conditioning system shall be installed with controls that temporarily restart and temporarily operate the system as required to maintain a setback heating and/or a setup cooling thermostat setpoint. § 122(g) Each space conditioning system serving multiple zones with a combined conditioned floor area more than 25,000 square feet shall be provided with isolation zones. Each zone: shall not exceed 25,000 square feet; shall be provided with isolation devices, such as valves or dampers, that allow the supply of heating or cooling to be setback or shut off independently of other isolation areas; and shall be controlled by a time control device as described above. § 122(a&b) Each space conditioning system shall be controlled by an individual thermostat that responds to temperature within the zone. Where used to control heating, the control shall be adjustable down to 55 degrees F or lower. For cooling, the control shall be adjustable up to 85 degrees F or higher. Where used for both heating and cooling, the control shall be capable of providing a deadband of at least 5 degrees F within which the supply of heating and cooling is shut off or reduced to a minimum. �( § 122(c) Thermostats shall have numeric setpoints in degrees Fahrenheit (F) and adjustable setpoint stops accessible only to authorized personnel. § 112(b) Heat pumps shall be installed with controls to prevent electric resistance supplementary heater operation when the heating load can be met by the heat pump alone. EnergyPro 2.1 By EnergySoft User Number: 1126 Job Number: delta2032a21 Page: 14 of 17 MECHANICAL MANDATORY MEASURES Part 2 of 2 MECH-MM NAME Del Taco 6/7/2001 Description Designer Enforcement Ventilation �( § 121(e) Controls shall be provided to allow outside air dampers or devices to be operated at the ventilation rates as specified on these plans. § 122(f) Gravity or automatic dampers interlocked and closed on fan shutdown shall be provided on the outside air intakes and discharges of all space conditioning and exhaust systems. U § 122(f) All gravity ventilating systems shall be provided with automatic or readily accessible manually operated dampers in all openings to the outside, except for combustion air openings. 1XIu § 121(f)1 Air Balancing: The system shall be balanced in accordance with the National Environmental Balancing Bureau (NEBB) Procedural Standards (1983), or Associated Air Balance Council (AABC) National Standards (1989); or § 121(f)2 Outside Air Certification: The system shall provide the minimum outside air as shown on the mechanical drawings, and shall be measured and certified by the installing licensed C-20 mechanical contractor and certified by (1) the design mechanical engineer, (2) the installing licenced C-20 mechanical contractor, or (3) the person with overall responsibility for the design of the ventilation system; or § 121(f)3 Outside Air Measurement: The system shall be equipped with a calibrated local or remote device capable of measuring the quantity of outside air on a continuous basis and displaying that quantity on a readily accessible display divice; or § 121(f)4 Another method approved by the Commission. Service Water Heating Systems § 113(b)2 If a circulating hot water system is installed, it shall have a control.capable of automatically turning off the circulating pump(s) when hot water is not required. § 113(b)3B Lavatories in restrooms of public facilities shall be equipped with controls to limit the outlet temperature to 110 degrees F. E§ 113(b)3C Lavatories in restrooms of public facilities shall be equipped with one of the following: Outlet devices that limit the flow of hot water to a maximum of 0.5 gallons per minute. Foot actuated control valves, and outlet devices that limit the flow of hot water to a maximum of 0.75 gallons per minute. Proximity sensor actuated control valves, and outlet devices that limit the flow of hot water to a maximum of 0.75 gallons per minute. Self-closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.25 gallons/cycle (circulating system). Self-closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.50 gallons/cycle (non -circulating system). Self-closing valves, and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute, and 0.75 gallons/cycle (foot switches and proximity sensor controls). , EnergyPro 2.1 By EnergySoft User Number: 1126 Job Number: delta2032a21 Page: 15 of 17 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Dei Taco 6/7/2001 SYSTEM NAME FLOOR AREA Dining 1,479 Number of Systems 1 Heating System Output per System 122,000 Total Output (Btuh) 122,000 Output (Btuh/sgft) 82.5 Cooling System Output per System 140,000 Total Output (Btuh) 140,000 Total Output (Tons) 11.7 Total Output (Btuh/sgft) 94.7 Total Output (sgft/Ton) 126.8 Air System CFM per System 000 Airflow (cfm) r4,000 Airflow (cfm/sgft) .70Airflow (cfm/Ton) 2.9 Outside Air (%) . 39.6 Outside Air (cfm/sgft) 1.07 Note: values above given at ARI conditions 24.0 of 51.6 of Outside Air Q 1585 cfm Supply Fan 4000 cfm 69.7 OF 12.0 / 78.6 of 310 Outside Air 1585 cfm 78.7/63.3 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM Sensible Latent CFM I Sensible 2,389 59,209 16,375 647 24,396 0 34,326 1,585 2,960 1,220 0 0 1,585 56,881 78,074 0 0 2,960 1,220 122,060 50,700 104,909 HVAC EQUIPMENT SELECTION TRANE YCD150C4L*B* 127,905 6,689 122,000 Total Adjusted System Output 127,905 6,689 122,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Jul 3 pm Jan 12 am 51.6 of 105:0 of Heating Coil ng �, Return Air Ducts 4 m I emoeratures 91.9 / 69.8 OF 91.9 / 69.8 OF 55.0 153.2 OF -11,T/ Supply Fan 4000 cfm Cooling Coil S, Return Air Ducts 4 Supply Air Ducts 104.7 of ROOMS 70.0 of Supply Air Ducts 55.7 / 53.5 of 43.6% R.H. ROOMS 78.0/63,1 OF EnergyPro 2.1 By EnergySoft User Number: 1126 Job Number: delta2032a21 Page: 16 of 17 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Del Taco 6/7/2001 SYSTEM NAME FLOOR AREA Kitchen/Restroom 1,490 Number of Systems 1 Heating System Output per System 109,000 Total Output (Btuh) 109,000 Output(Btuh/sqft) 73.2 Cooling System Output per System 60,000 Total Output (Btuh) 60,000 Total Output (Tons) 5.0 Total Output (Btuh/sqft) 40.3 Total Output (sgft/Ton) 298.0 Air System CFM per System 2,000 Airflow (cfm) 2,000 Airflow (cfm/sgft) 1.34 Airflow (cfm/Ton) 400.0 Outside Air (%) 12.5 Outside Air (cfm/sgft) 0.17 Note: values above given at ARI conditions 24.0 of 64.0 OF Outside Air 0 250 cfm Supply Fan 2000 cfm 69.7 OF 12.0 / 78.6 OF Outside Air 250 cfm 74.5/65.1 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM ISensiblel Latent CFM I Sensible 1,642 21,849 3,779 1 290 13,839 0 1,092 692 0 0 250 10,108 2,792 250 12,314 0 0 1,092 692 34,143 6,571 27,538 TRANE YCD060C4H*B* 38,906 16,112 109,000 10.0 kW Supplemental Electric 0 Total Adjusted System Output 38,906 16,112 109,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Jul 3 pm Jan 12 am 64.0 °F 114.5 °F® 114.5 OF Heating Coil Aux. Heat Coil �, Return Air Ducts 4 e 79.2/66.9 OF 79.2/66.9 OF 61.1 /60.0 OF 0 Supply Fan Cooling Coil 2000 cfm ', Return Air Ducts 4 Supply Air Ducts 114.2 of ROOMS 70.0 OF Supply Air Ducts 61.7/60 . 1 of 61.8% R.H. ROOMS 74.0 ! 64.9 of I EnergyPro 2.1 By EnergySoft User Number: 1126 Job Number: delta2032a21 Page: 17 of 17 ED OWENS. DESIGN CONSULTANTS .. STIZUCTURAI, CALCULATIONS CITY OF LA QUINTA for BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTIO TAUU I DEL DATE BY LA QUINTA, CA. FOR JERRY WALKER JOB NO. 2032 V�OF ESs�oNq April 30, 2001 PS No. 53 ' EXP JUN 3 0 20 qTF p,F CN pQ� • . 801. 17th Street, Suite D-1, Modesto, CA 95354 Ph. (209) 522-8031 Ix. (209) 522-4738 OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA 801 17th Street, Suite D-1 Dsgnr: TOM OWENS Job # 2032 Date: 5:27PM, 18 APR 01 Modesto, CA 94354 Description (209) 522-8031 Fax (209) 522-4738 Scope ' Rev: 510301 . • use KW-19991! 32 • (c)19E3-983-93 ENERENERCALC Multi-Story Wind Forces Page • Description WIND SHORT a 1203&alcs ecw Cal�Ula(IOIIS • General Information - Exposure C Cq Pressure Qs: Wind Stagnation Pressure 12.600 sf p : Coefficient 1.30 Basic Wind Speed 70.0 mph Parapet Height 6.000 ft _ Importance Factor 1.00 Load Information for. Each Level R Level Level Height _ Exposed Width Ce Design Lateral Cq Pressure Force 1 Story Shear Story Moment i ft It psf k k k ft ' 1 12.833 35.000 1.060 1.300 17.363 7.545 0.000 0.00 Total Base Wind Shear 7.545 k Total Base Wind Moment 96.831 k-ft { • a • i ' OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA Job # 2032 801 17th Street, Suite D-1 Dsgnr. TOM OWENS Date: 5:27PM, 18 APR 01 Modesto, CA 94354 Description (209) 522-8031 Fax (209) 522-4738 Scope ,. Rev: 510301 j Us.:^o3-99ENERCALC 19uIl++0�51aO ��_.pp_--'---'_'----_—._.____ 10lIKW-0603617,V.,5.1.3,22-Jun-1999,b/in32 r� Wlil� Forces — _ — Pag@ 1— • �. ga20321calcs ecw Calculations Description WIND -LONG General Information Exposure C Qs . Wrnd Stagnation Pressure 12.600 psf Cq : Pressure Coefficient 1.30 Basic Wind Speed 70.0 mph Parapet Height 6.000 ft Importance Factor 1.00 r--- --- -- I Load Information for Each Level _ -- --- ---- -- ----- — - -- --------- -----_-----._._.— — Height Design ` Lateral Level Level Hei g Exposed,Width Ce Cq Pressure Force Story Shear Story Moment ft ft _ psf k k k -ft 1 12.833 84.000• 1.060 111.300 ---------_.—.._-------...-------.___..._.._...- 17.363 18.109 ---•------ 0.000 0.00---, Total Base Wind -Shear 18.109 k Total Base Wind Moment 232.395 k -ft OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA Job # 2032 801 17th Street, Suite D-1 Dsgnr: TOM OWENS Date: 10:29AM, 30 APR 01 Modesto, CA 94354 Description (209) 522-8031 Scope Fax (209) 522-4738 Usec V:4/-Ufi03617, Ve5.1.3, 22 -Jun -1999, 1•fin32 Multi -Story Seismic Forces Page 1 M 1983-99 ENERCALC al '1a60". Description Seismic Lateral Forces -SHORT General Information Calculations are designed to 1997 UBC Requirements Seismic Zone 4 Building period 0.237 sec UBC 1630.2.3 Simplified Static Force Procedure Hn to Top Level 12.83 ft Ground Floor Area 2,969.0 ft2 Ct : Construction Type Factor 0.035 Occupancy Category Standard Occupancy Max Element Story Shear R rmax Seismic Importance Factor 1 = 1.00 p :Reliability Factor = 2 - 20/(r:max *sgrt(Ab)) 0.11 1.0000 Determine Na & Nv... Site Distance From Known Source >10km Calculated Values : UBC 1630.2.1 Seismic Source Type ' - -- -- -- Seismic Dead Load (Calculated From Story B : All Faults other than Type A or C Table on "Building Forces" Tab W = 44.9 k Seismic Coefficients Na = 1.00 Nv = 1.00 Soil Profile Type SC Calculated Base Shear V=Cv I W I (RT)= 19.3 k Seismic Coefficients Ca = 0.40 Cv = 0.56 Min.Base Shear V = 0.11 Ca I W = 2.0 k Structural System... Zone 4: Min.Base Shear V=0.8 2 Nv I R I W= 2.6 k Bearing Wall System : 1 a:Light Framed Walls w Base Shear Max Limit V = 2.5 Ca I W I R = 8.2 k 1 a:Light Framed Walls with Shear Panels, Wood structural pan - - — - -- - - - -- Overstrength & Global Ductility Coefficient R = 5.500 Final Calculated Values Seismic Force Amplification Factor Omega = ,2.800 Horiz Seismic Factor Eh/W= 0.182 Structure Height Limit 65.0 ft i Vertical Seismic Factor Ev / D = 0.200 V :Design Base Shear 8.2 k ' Ft : Top Force 0.000 k En *p 8.2 k ' ! Em = Omega * Eh 22.9 k Building Seismic Forces Weight Height Wi * Hi Ft Fx Lateral Story Shear Story Moment i Level Wi Hi Force @ Level Force k ft k -ft k k k k k -ft 1 44.94 12.83 576.7 8.171 8.171 Total Base Shear 8.171 k Base Overturning Moment 104.857 k -ft Diaphragm Forces Weight Lateral Force Summation of Summation of Max Req'd Diaphragm ' Level Wpx @ this Level Lateral Forces Above Level Weights Force @Level Force : Fpx , ! k k k -ft k k k 1...- -- --44.94_ - 8.17 ---- 8.17 - - --44.940 - - --- 17.976 - -- 8.988 OWENS DESIGN CONSULTANTS 801 17th Street, Suite D-1 Modesto, CA 94354 (209) 522-8031 Fax (209) 522-4738 Rei-,: 510301 ... _ .. U-: Kk.!-0803617, Vey 5.1.3, 22 -Jun -1999, Wh32 [c)1983-99E11ERCALC Title: DEL TACO- LA QUINTA Dsgnr: TOM OWENS Description : Scope : Multi -Story Seismic Forces Description Seismic Lateral Forces -LONG Job # 2032 Date: 10:29AM, 30 APR 01 Page 1 General Information Omega = Calculations are designed to 1997 UBC Requirements Seismic Zone 4 l Building period 0.237 sec UBC 1630.2.3 Simplified Static Force Procedure Hn to Top Level 12.83 ft Ground Floor Area 2,969.0 ft2 Ct : Construction Type Factor 0.035 Occupancy Category Standard Occupancy Max Element Story Shear R rmax 0.50 Seismic Importance Factor 1 = 1.00 p : Reliability Factor = 2 - 20/(r:max'sgrt(Ab)) 1.2659 Determine Na & Nv... 8.2 k Site Distance From Known Source >10km Calculated Values : U_B_C 1630.2.1 Seismic Source Type 0.000 k — Seismic Dead Load (Calculated From Story B : All Faults other than Type A or C Table on "Building Forces" Tab W = 44.9 k Seismic Coefficients Na = 1.00 Nv = 1.00 Calculated Base Shear V=Cv I W I (RT)= 19.3 k Soil Profile Type SC Seismic Coefficients Ca = 0.40 Cv = 0.56 Structural System... Bearing Wall System : 1 a:Light Framed Walls w 1 a:Light Framed Walls with Shear Panels, Wood structural pan Overstrength & Global Ductility Coefficient R = 5.500 Min.Base Shear V = 0.11 Ca I W = Zone 4: Min. Base Shear V=0.8 2 Nv I R 1 W= Base Shear Max Limit V = 2.5 Ca I W I R = Final Calculated Values 2.0 k 2.6 k 8.2 k Seismic Force Amplification Factor Omega = 2.800 i Horiz Seismic Factor Eh/W= 0.182 Structure Height Limit 65.0 ft i Vertical Seismic Factor Ev / D = 0.200 ' V :Design Base Shear i 8.2 k Ft : Top Force 0.000 k Eh *p 10.3 k Em = Omega ` Eh 22.9 k ' Building Seismic Forces Weight Height Wi ` Hi Ft Fx Lateral Story Shear Story Moment Level Wi Hi Force @ Level Force k ft k -ft k k k k k -ft 1 44.94 12.83 576.7 8.171 - -' 8.171 Total Base Shear 8.171 k Base Overturning Moment 104.857 k -ft Diaphragm Forces Weight Lateral Force Summation of Summation of Max Req'd Diaphragm Level Wpx @ this Level Lateral Forces Above Level Weights Force @ Level Force : Fpx k k k -ft k k k 1 44.94 8.17 -- - , 8.17 44.940 17.976 8.988 ROOF TRUSSES a� e14_1 � P -in TJ -Beam T"I v5.55 Serial Number: 700100382 36.0 (brgs)/40.4 (ridge) TJ STM OPEN WEB TRUSS @ 48.0" o/c BEAMUSA 1001 3/20/0V 3:53:59 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Left Slope: .255/12 Right Slope: -.255/12 i I ` i 21 [21 35' Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting ROOF Application. Loads(psf): 20 Live at 125% duration; 15 Dead SUPPORTS: REACTIONS(Ibs.) WIDTH LIVE/DEAD/TOT. PLY DEPTH DETAIL OTHER 1 2x6 Stud Wall 5.50" 1400 / 1050 / 2450 1 36.0" 2x4 Blocking 2 2x6 Stud Wall 5.50" 1400 / 1050 / 2450 1 36.0" 2x4 Blocking - Left support' Top -All, Approx. clip height: 3.5", Approx. clip width: 5". Allowed choice(s): TOP (STANDARD) - Right support: Top -All, Approx. clip height: 3.5", Approx. clip width: 5". Allowed choice(s): TOP (STANDARD) DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 2403 2403 3164 Passed(76%) Lt. end Span 1 under Roof loading Moment(ft-Ib) 20859 20790 48931 Passed(42%) MID Span 1 under Roof loading Live Defl.(in) 0.319 1.717 Passed(L/999+) MID Span 1 under Roof loading Total Defl.(in) 0.559 2.289 Passed(L/737) MID Span 1 under Roof loading - Deflection Criteria: STANDARD(LL: L/240, TI -1/180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. _ - Allowable Stress Design methodology was used for Code NER analyzing the TJ Commercial product listed above. The open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specified loads. Do not use this analysis to verify the capacity of existing trusses. OPERATOR NOTES OWENS DESIGN CONSULTANTS KREG NELSON PROJECT INFORMATION DEL TACO- LA QUINTA JOB #2032 JERYY WALKER OPERATOR INFORMATION: OWENS DESIGN CONSULTANTS Tom Owens 801 17th St. Suite D-1 Modesto, CA 95354 209-522-8031 209-522-4738 Copyright D 2000 by Trus Joist, a Weyerhaeuser Business. TJSTm and TJ.BeamT" are trademarks of Trus Joist . Q:X2032XTRUSS3.bm , J OWENS DESIGN CONSULTANTS 801 17th Street, Suite D-1 Modesto, CA 94354 (209) 522-8031 Fax (209) 522-4738 �_..P.ev: 510304 User KW -0603617, Ve,5. i .3.22 -Jun -1999, Win32 i Ic) 1933-33 EP1ERLxLL' Description BEAMS Title: DEL TACO- LA QUINTA Dsgnr: TOM OWENS Description : Scope : Timber Beare & Joist Job # 2032 Date: 3:36PM, 30 APR 01 --------- - .Page... 1 Timber Member Information ft! Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Live Load #/ft, Bl B2 83 B4 HEADER )WER RAFTER Timber Section Point #2 DL 6x12 6x14 6x12 6x12 6x12 2x8 Beam Width in' 5.500 5.500 5.500 5.500 5.500 1.500 Beam Depth in; 11.500 13.500 11.500 11.500 11.500 7.250 Le: Unbraced Length ftj 8.92 14.00 16.00 6.33 6.33 7.75 Tlmber Grade 1, )ouglas Fit - Larch, )ouglas Fir - Larch,Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir- Larch, Douglas Fir - Larch, Fb - Basic Allow psi; 875.0 1,350.0 875.0 875.0 875.0 750.0 Fv - Basic Allow psi: 85.0 85.0 85.0 85.0 85.0 85.0 Elastic Modulus ksii 1,300.0 1,600.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor Bending OK 1.000 1.000 1.000 1.000 1.000 0.000 Member Type 11.8 Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status 85.0 No No No No No No '. Center Span Data Shear OK Shear OK Shear OK Shear OK i Reactions L/Deft Ratio Span ft! Dead Load #/ft` Live Load #/ft, .. Point #1 DL lbs; LL Ibsi @X ft! Point #2 DL Ibsj LL lbs! @ X ft! s Point #3 DL lbs: LL lbs: @ X ft! ' Cantilever Span Ratio = --------- ------ ----------- 8.92 14.00 16.00 30.00 40.00 1,050.00 1,400.00 2.630 1,050.00 1,400.00 6.630 1,050.00 1,400.00 2.000 1,050.00 1,400.00 6.000 1,050.00 1,400.00 10.000 6.33 6.33 7.75 30.00 40.00 40.00 32.00 1,050.00 1,400.00 0.760 1,050.00 1,400.00 4.760 Span ft! 1,009.61 1,800.00 240.00 1,184.79 94.99 1.00 Uniform Dead Load #/ftl 1,346.15 2,400.00 320.00 1,579.73 126.66 40.00 Uniform Live Load #/ft, 2,355.76 4,200.00 560.00 2,764.52 221.65 32.00 Results Ratio = 0.7099 0.9982 0.2566 0.5958 0.0435 0.0000 Mmax @ Center in -k 74.34 184.63 26.88 40.25 4.21 0.00 @ X = ft 2.64 5.99 8.00 4.76 3.17 0.00 Mmax @Cantilever in-ki i 0.00 0.00 0.00 0.00 0.00 0.00 fb : Actual psi i 613.2 1,105.2 221.7 332.0 34.7 0.0 Fb : Allowable psil 869.0 1,309.4 863.9 870.6 870.6 0.0 Center LL Defl 1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psil 60.3 84.8 11.8 50.6 3.7 0.0• Fv : Allowable psi 85.0 85.0 85.0 85.0 85.0 0.0 0.000 Location Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK i Reactions L/Deft Ratio 1,044.8 582.0 1,685.7 2,961.0 27,183.3 @ Left End DL lbs! 1,009.61 1,800.00 240.00 1,184.79 94.99 0.00 LL lbs! 1,346.15 2,400.00 320.00 1,579.73 126.66 0.00 Max. DL+LL lbs 2,355.76 4,200.00 560.00 2,764.52 221.65 0.00 @ Right End DL lbs; 1,090.39 1,350.00 240.00 915.21 94.99 0.00 LL lbs: 1,453.85 1,800.00 320.00 1,220.27 126.66 0.00 Max. DL+LL lbs; 2,544.24 ._. 3,150.00 560.00 2,135.48 221.65 0.00 Deflections .----------------____-- _ - Center DL Defl in -0.044 -0.124 -0.049 -0.011 -0.001 0.000 L/Deft Ratio 2,437.8 1,358.1 3,933.2 6,909.1 63,427.6 0.0 Center LL Defl in -0.059 -0.165 -0.065 -0.015 -0.002 0.000 L/Deft Ratio ; 1,828.4 1,018.6 2,949.9 5,181.8 47,570.7 0.0 Center Total Defl in! -0.102 -0.289 -0.114 -0.026 -0.003 0.000 Location ft; 4.458 6.944 8.000 3.268 3.166 0.000 L/Deft Ratio 1,044.8 582.0 1,685.7 2,961.0 27,183.3 0.0 OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA Job # 2032 801 17th Street, Suite D-1 Dsgnr: TOM OWENS Date: 3:36PM, 30 APR 01 Modesto, CA 94354 Description (209) 522-8031 Scope Fax (209) 522-4738 - .._ .... _..._..... Rev: 510304 U­: 1.3.22-.J, -1999-bin32 1933-99 ENERCALC �IlBlbe!' Beam $t JOTS$ _'-- Page 2 2 (c1Onp91^^�^^ agci-ti :a t 'Description BEAMS Cantilever DL Defl in; 0.000 Cantilever LL Defl in 0.000 Total Cant. Defl ini 0.000 L/Deft Ratio 0.0 a T . OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA Job # 2032 801 17th Street, Suite D-1 Dsgnr. TOM OWENS Date: 9:43AM, 19 APR 01 Modesto, CA 94354. Description (209) 522-8031 Scope Fax (209) 522=4738 - -• .R ' USE KL/0-06036i7,Ve,51 3 22 -Jun 1999,,-/,n32 (c)1933-99 ENERCALC - Timber Column Design - --- ----- ---- --Page -1 120324ca1 cs. ecw: COLUMNS Description C1 ....... ---------- - ---........ r General Information - _. _.._------------.... ---- --- - -- Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 2-2x6 Total Column Height 12.83 It Le XX for Axial 9.00 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 9.00 ft Column Depth 5.50 in Fc 700.00 psi Lu XX for Bending 9.00 ft . Width 3.00 in Fb 750.00 psi • a ` Sawn E - Elastic Modulus 1,300 ksi Douglas Fir - Larch, No.2 Loads ' Dead Load Live Load Short Term Load Axial Load 1,090.39 lbs 1,453.85 lbs 0.00 lbs Eccentricity 0.250in Summary Column OK Using . 2-2x6, Width= 3.00in, Depth= 5.50in, Total Column Ht= 12.83ft DL+LL_ DL+LL+ST DL+ST fc : Compression 154.20 psi 154.20 psi 66.08 psi Fc: Allowable 271.38 psi 271.38 psi 271.38 psi fbx : Flexural 42.05 psi 42.05 psi 18.02 psi F'bx,: Allowable r 965.91 psi 965.91 psi 965.91 psi Interaction Value .0.3742 0.3742 0.0793 Stress DetailsFc: X -X 597.51 psi Max k*Lu / d 50.00 Fc: Y -Y 271.38 psi Actual k*Lu/d 28,92 F'c : Allowable 271.38 psi Min. Allow k*Lu / d 11.00 F'c:Allow * Load Dur Factor 271.38 psi Cf:Bending 1.300 F'bx 965.91 psi Rb : (Le d / b^2) ^.5 11.020 F'bx * Load Duration Factor 965.91 psi Cf : Axial 1.100 • Axial X -X k Lu / d 19.64 t Axial Y -Y k Lu / d • 36.00 OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA Job # 2032 801 17th Street, Suite D-1 Dsgnr: TOM OWENS Date: 9:43AM, 19 APR 01 Modesto; CA 94354 Description Cf:Bending (209) 522-8031 Rb: (Le d / bA2) A.5 5.301 Cf : Axial Scope Axial X -X k Lu / d Fax (209) 522-4738 Axial Y -Y k Lu / d 15.27 User. KN -0603617. Ve, 5.1.3,22 -Jun -1999, Wh32 (c)1963-99 ENERCALC - Timber Column Design Page 1 q:120321cal cs. ecw: C0L UMNS Description-. C2 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 6x6 Total Column Height 12.83 ft Le XX for Axial 7.00 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 7.00 ft Column Depth 5.50 in Fc 700.00 psi Lu XX for Bending 7.00 ft Width 5.50 in Fb 750.00 psi Sawn E - Elastic Modulus 1,300 ksi Douglas Fir - Larch, No.2 - ---- _ ------ Loads _------_.... _...----- -.._.. ------------- Dead Load Live Load ShortTerm Load Axial Load 1,800.00 lbs 2,400.00 lbs 0.00 lbs Eccentricity 0.250in Summary Column OK Using : 6x6, Width= 5.50in, Depth= 5.50in, Total Column Ht= 12.83ft DL + LL DL + LL + ST DL + ST fc : Compression' 138.84 psi 138.84 psi 59.50 psi Fc: Allowable 625.29 psi 625.29 psi 625.29 psi fbx : Flexural 37.87 psi 37.87 psi 16.23 psi F'bx: Allowable 750.00 psi 750.00 psi 750.00 psi Intgraction Value 0.1044 0.1044 0.0315 Stress Details Fc: X -X 625.29 psi Fc: Y -Y 625.29 psi. F'c : Allowable 625.29 psi F'c:Allow' Load Dur Factor 625.29 psi F'bx 750.00 psi F'bx * Load Duration Factor 750.00 psi Max k'Lu / d 50.00 Actual k`Lu/d 28.92 Min. Allow k'Lu / d 11.00 Cf:Bending 1.000 Rb: (Le d / bA2) A.5 5.301 Cf : Axial 1.000 Axial X -X k Lu / d 15.27 Axial Y -Y k Lu / d 15.27 OWENS DESIGN CONSULTANTS 801 17th Street, Suite D-1 Modesto, CA 94354 (209) 522-8031 . Fax (209) 522-4738 P.v 510301 User. KW -0603617, Ver 5.1.3,22-J-1999. Win32 (c)1983-99ENERCALC Description C3 General Information Title: DEL TACO- LA QUINTA Job #2032 Dsgnr: TOM OWENS Date: 9:43AM, 19 APR 01 Description Scope: 'imber Column Design Page 1 _ a: 420324calcs.ecw:COLUMMS Calculations are designed to 1997 NDS and 1997 UBC Requirements f I-- - F-1d5uc wlUauw5 l,,= KSI " Douglas Fir - Larch, No.2 Loads Dead Load Live Load Short Term Load Axial Load 240.00 lbs 320.00 lbs 0.00 lbs Eccentricity 0.250in Summary Column OK Using : 2-2x6, Width= 3.00in, Depth= 5.50in, Total Column Ht= 12.83ft DL+LL DL+LL+ST DL+ST fc : Compression 33.94 psi 33.94 psi 14.55 psi Fc: Allowable 141.63 psi 141.63 psi 141.63 psi fbx : Flexural 9.26 psi 9.26 psi 3.97 psi F'bx: Allowable 961.06 psi 961.06 psi 961.06 psi Interaction Value 0.0678 0.0678 0.0148 • Stress Details --- ------- -- �,< Fc: X -X F. 406.53 psi Max k*Lu'/ d 50.00 Fc: Y -Y 141.63 psi Actual k*Lu/d 28.92 F'c : Allowable 141.63 psi Min. Allow k*Lu ! d 11.00 F'c:Allow * Load Dur Factor 141.63 psi Cf:Bending 1.300 F'bx 961.06 psi Rb : (Le d / b^2) A.5 13.159 F'bx * Load Duration Factor 961.06 psi Cf: Axial 1.100 Axial X -X k Lu / d 28.00 Axial Y -Y k Lu / d 51.33 OWENS DESIGN CONSULTANTS Title! DEL TACO- LA QUINTA 801 17th Street, Suite D-1 Dsgnr: TOM OWENS Job # 2032 Date: 9:43AM, 19 APR 01 Modesto, CA 94354 Description fc : Compression (209) 522-8031 DL + LL + ST DL + ST Fax- (209) 522-4738 13 Scope 406.52 psi P Rev: RR e 510301 Use.KW-0603617•Ve,5.1.3,22-Jun 1999,W1n32 fc) 1983-99 ENERCALC - Timber Column Design ---"-_-""' _ _._ Page - Description C4 • Int eraction Value _._....----•---.._.________.....__.__...._._..---.--.__..._._.._.-- ` Stress Details ------- General Information Calculations are designed to 1997 NDS 1997 .. , . ,3333 F•.. and UBC Requirements Wood Section 2-2x6 Total Column Height 12.83 ft Le XX for Axial Rectangular Column Load Duration Factor 1.00 7.00 ft Le YY for Axial 7.00 ft Column Depth 5.50 in Width 3.00 in Fc 700.00 psi Lu XX for Bending 7.00 ft 28.92 Fb 750.00 psi 406.52 psi Sawn E - Elastic Modulus 1,300 ksi F'bx • __.__.....___ •__-__----;----•---- Douglas Fir - Larch, No.2 1.300 ._.:_..-..,5311 3151 Loads _ Cf :Axial Axial Load Dead Load Live Load Short Term Load Eccentricity ,. 0.250in 1, 184.79 lbs; 1,579.73 lbs 0.00 lbs kmMOMMIJColumn OK Using : 2-2x6, Width= 3.00in, Depth= 5.50in, Total Column Ht= 12.83ft fc : Compression DL + LL 167.55 psi DL + LL + ST DL + ST Fc: Allowable 406.52 psi P 167.55 psi 406.52 psi 71.81 psi p 1 fbx : Flexural F'bx :Allowable 45.69 psi 968.18 psi 45.69 psi 968.18 psi 406.52 psi 19.58 psi • Int eraction Value _._....----•---.._.________.....__.__...._._..---.--.__..._._.._.-- ` Stress Details 0.2223 0.2223 968.18 psi 0.0523 Fc: X -X Fc: Y -Y 677.64i p Max k'Lu / d - 50.00406.52 F'c : Allowable psi 406.52 psi Actual k'Lu/d 28.92 F'c:Allow' Load Dur Factor 406.52 psi Min. Allow k*Lu / d 11.00 F'bx 968.18 psi Cf:Bending Rb : (Le d / b^2) ^.5 1.300 F'bx' Load Duration Factor 968.18 psi p Cf :Axial 9.719 1.100 Axial X -X k Lu / d 15.27 Axial Y -Y k Lu / d 28.00 OWENS DESIGN CONSULTANTS 801 17th Street, Suite D-1 Title: DEL TACO- LA QUINTA Job # 2032 Modesto, CA 94354 Desc r: TOM OWENS Description Date: 3:36PM, 30 APR 01 (209) 522-8031 Fax'(209) 522-4738 Scope ' Vs>r. t;4l-0603617.1+e+5.1.3, 22 -Jun -1999, 1din3? (6)1983-99E-NERCALC Timber Column Design "' ""- - Page 1 ' Description TOWER COLUMN y 0324cal cs. ecw: COLUMNS General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 6x6 Total Column Height 18.00 ft ., ' Rectangular Column Load Duration Factor Le XX for Axial 18.00 ft Column Depth- 5.50 in '` Fc 1.00 Le YY for Axial 18.00 ft ' Width 5.50 in Fb 700.00 psi Lu XX for Bending 18.00 ft Sawn, 750.00 psi E -Elastic Modulus 1,300 ksi Douglas Fir - Larch, No.2 Loads Axial Load Dead Load Live Load ShortTerm Load Eccentricity 0.250in 558.601bs 447.00 lbs 0.00 lbs Summary MP3'' - Column OK Using,: 6x6, Width= 5.50ih, Depth= 5.50in, Total Column Ht= 18.00ft fc : Compression DL+LL 33.24 psi DL+LL+ST- DL+ST Fc :Allowable 230.28 psi 33.24 psi 230.28 psi 18.47 psi 230.28 psi fbx : Flexural 9.07si p 9.07 psi F'bx :Allowable � 750.00 psi 750.00 psi 5.04 psi 750.00 psi Interaction Value 0.0348 0.0348 0.0137 Stress Details - --- - Fc: X -X .Y-"lu"alhl •-. 230.28 psi •• - .a -., ,. pA^�?eZ.•� Max k*Lu / d inUSYusL-°••:kii�rzF" Fc: Y -Y F'c :Allowable 230.28 psi Actual k*Lu/d 50.00 28.92 i F'c:Allow * Load Dur Factor 230.28 psi Min. Allow k*Lu / d 11.00 F'bx 230.28 psi Cf:Bending 1.000 F'bx * Load Duration Factor 750.00 psi 750.00 psi Rb : (Le d / b^2) ^.5 8.501 Cf: Axial 1.000 Axial X -X k Lu / d 39.27 Axial Y -Y k Lu / d 39.27 I OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA Job # 2032 801 17th Street, Suite D-1 Dsgnr: TOM OWENS Date: 9:02AM, 19 APR 01 Modesto, CA 94354 Description (209) 522-8031 Scope Fax (209) 522-4738 Rex 51 n301 . -'---_- _-----.—.._A—'--- —._._—._._. _.-------'--- US�983- 9ENE 7,VerS.l.3.22-Jun 19991lin32 Plywood Shear Wall & Footing .Page 1 1 . U : KW -0 103617. V., 2120321calcs ecorSHEARWALLS . Description SW1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length Concrete Weight r ­-1:03EE20: 33.080 ft m .. 111 End Post Dimension 3.00 in Plywood Grade , Structural I Wall Height 3.00 in 12.833 ft Seismic Factor 0.183 Nail Size 8d Wall Weight Footing Width 15.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht / Length 20.00 in 0.388 - Stud Spacing 16.00 in Loads Vertical Loads... f Point Load # 1 1,009.60 lbs at 33.08 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 262.50 #/ft 0.00 ft to 33.08 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 84.80 #/ft 33.080 ft = 2,805.18 lbs Uniform Shear @ Top of Wall 0.00 #/ft 33.080 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall , 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# _ _._.,____._._..._.-.....1--'--- ---'--'--"---, Footing , Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length Past Right Edge of Wall 33.080 ft 0.000 ft Rebar Cover 3.00 in Footing Length 33A80 ft pc Fy 2,000.00 psi 40,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 20.00 in • • - � z � Design OK Wall Summary... Using 3/8" Thick Structural I on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 120.0#/ft, Capacity = 280.000#/ft -> OK Wall Overturning = 43,476.Oft-#, Resisting Moment = 248,947.4ft-#, End Uplift = O.00Ibs Max. Soil Pressures: @ Left = 910.3psf, @ Right= 1,093.4psf Sill Bolting: 1/2" Bolts @ 48 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary...' Max. Footing Shear = 0.00psi, Allowable = 89.44psi -> OK Bending Reinforcement Req'd @ Left = 0.29in2, @ Right = 0.29in2 Minimum Overturning Stability Ratio = 7.609: 1 11 OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA Job # 2032 801 17th Street, Suite D-1 Dsgnr: TOM OWENS Date: 9:02AM, 19 APR 01 Modesto, CA 94354 Description (209) 522-8031 , Fax (209) 522-4738 Scope Pe 510301 f r933- 9ENERC,Ver5.1.3,22-Jun 1999,4/in32 . (c)1933-99 ENERCHLC - ' Plywood Shear Wall & Footing .-.- --- -Page 2 „,. Description SW1 Q0324calcs.echrSHE ARWALLS Footing Analysis Soil Pressures... Lateral Forces Acting in Direction • Ecc. of Resultant @ Footing Centerline To Left... 1.388 ft To Right... Soil Pressure @ LEFT Side of Footing 910.29 psf 2.777 ft Soil Pressure @ RIGHT Side of Footing 544.081psf 360.96 psf Moments ... y 1,093.41 psf ` Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge 0.00 ft-# 0.00 ft # 0.00 ft-# 0:00 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 0.000 psi vu/.85 @ 'd' from Right Wall Edge 0.000 psi 0.000 psi Allowable Vn Overturning... 89.443 psi' p 0.000 psi 89.443 psi Overturning Moment Resisting Moment 50,093.51 ft-# 50,093.51 ft-# Overturning Stability Ratio 414,571.26 ft-# 8.276 :1 381,173.69 ft-# 7.609 :1 i. r - f y * . a' r • r ' r OWENS DESIGN CONSULTANTS 801 17th Street, Suite D-1 Modesto, CA 94354 (209) 522-8031 Fax (209) 522-4738 Rev: 510301 Us?r: F:L.+-0803617, Ver 5.1.3, 22-.lum 1999, L/ir32 : (c11983-99ENERCALC Description SW2 Title: DEL TACO- LA QUINTA Job # 2032 Dsgnr: TOM OWENS Date: 9:02AM, 19 APR 01 Description Scope Plywood Shear Wall & Footing __._.�,-_—_.—•-__.____--_._.._. Page General Information Calculations are designed to 1997 NDS 1997 and UBC Requirements # Plywood Layers1 Wall Length 7.420 ft End Post Dimension 3.00 in Plywood Grade Structural I Nail Size Wall Height • 12.833 ft Seismic Factor 0.183 8d Thickness 3/8" Wall Weight 15.000 psf Nominal Sill Thick. 2.00 Stud Spacing' . 16.00 in Ht [Length 1.730 Loads--- -.._..._._...-__._.......... _._-...-- Vertical Loads... Point Load # 1 1,090.40 lbs at 0.00 ft Point Load #2 1,800.00 lbs at 7.42 ft Point Load # 3 0.00 lbs at . ft Uniform Load # 1 262.50 #/ft 0.00 ft to 7.42 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft ' Lateral Loads... Uniform Shear,@ Top of Wall 84.80 #/ft 7.420 ft = 629.22 lbs Uniform Shear @ Top of Wall 0.00 #/ft * 7.420 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing - Past Left Edge of Wall Wall Length 0.000 ft Concrete Weight . 14500 cf p Past Right Edge of Wall 7.420 ft 8.75_0 ft Rebar Cover 3.00 in _ Footing Length 16.170 ft fc Fy40,000.00 2,000.00 psi Footing Width 1.00 It Min. Steel As % psi 0.00140 Footing Thickness 20.00 in Wall Summary... Using 3/8" Thick Structural I on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d of 12 in @ Field Applied Shear = 120.0#/ft, Capacity = 280.000#/ft -> OK Wall Overturning = 9,751.9ft-#, Resisting Moment = 20,616.Oft-#, End Uplift = O.00Ibs Max. Soil Pressures: @ Left = 1,492.5psf, @ Right = 940.1 psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 9.56psi, Allowable = 89.44psi -> OK Bending Reinforcement Req'd @ Left = 0.29in2, @ Right = 0.29in2 Minimum Overturning Stability Ratio = 5.115 : 1 4 Design OK OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA Job # 2032 801 17th Street, Suite D-1 Dsgnr: TOM OWENS Date: 9:02AM, 19 APR 01 Modesto, CA 94354 Description (2091522-8031 Fax (209) 522-4738 Scope Rev: 510301 • User. Y,L!-0603SI 7. Ver 5.1.3122-J-1 999, V632�+ Ic)1933-99 ENERCALC ¢ PoyWood Sgyp/hear all & Footing —^---- ---- - Page 2 - Description SW2 120321calcs.ecw:SHE ARWALLS . Footing Analysis Soil Pressures.:. Lateral Forces Acting in Direction Ecc. of Resultant @ Footing Centerline To Left... 3.540 ft To Right... Soil Pressure @ LEFT Side of Footing 1,492.45 psf 1.331 ft Soil Pressure @ RIGHT Side of Footing 0.00 psf p 940.07sf p Moments... ' 318.34 psf Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge 0.00 ft-# 8,471.10 ft-# 4,831.14 ft-# 0.00 ft -# Shears... vu/.85 @ 'd' from Left Wall Edge 0.000 psi vu/.85 @ 'd' from Right Wall Edge 3.567 psi 0.000 psi Allowable Vn 89.443 psi 9.556 psi Overturning... 89.443 psi Overturning Moment Resisting Moment 11,236.21 ft-# 11,236.21 ft # Overturning Stability Ratio 57,475.35 ft-# 5.115 :1 107,041.67 9.526 :1 :1 OWENS DESIGN CONSULTANTS 801 17th Street, Suite D-1 Modesto, CA 94354 (209) 522-8031 Fax (209) 522-4738 Rev: 510301 User. KW -0603617, V., 5.1.3, 22 -Jun -1999, %-An32 (0).1983-99 ENERCALC Description SW3 Title : DEL TACO- LA QUINTA Job # 2032 Dsgnr: TOM OWENS Date: 9:02AM, 19 APR 01 Description Scope Plywood Shear Wall & Footing Page 1 `General Information 5.000 ftt - - Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Plywood Grade Structural I Wall Length 4.000 ft ft rt4.000 ft End Post Dimension 3.50 in Nail Size 8d Wall Height Wall Weight fRebar Fy 12.833 ft 15.000 Seismic Factor 0.183 Thickness 3/8" 9 Ht !Length • psf Nominal Sill Thick. 2.00 Stud Spacing 16.00 in 0.00140 3.208 :Loads Vertical Loads... Point Load # 1 1,350.00 lbs at, 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 262.50 #/ft Uniform Load # 2 0.00 #/ft 0.00 ft to 4.00 ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 84.80 #/ft * 4.000 ft = 339.20 lbs Uniform Shear @ Top of Wall 0.00 #/ft 4.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall Wall Length 5.000 ftt Concrete Weight 145.00 cf p Past Right Edge of Wall 4.000 ft ft Cover 3.00 in Footing Length _ _0.000 9.000 ft fRebar Fy 2,000.00 psi Footing Width 1.00 ft Min. Steel As % 40,000.00 psi Footing Thickness 20.00 in 0.00140 Summary -_ .r„ -•, Design OK Wall Summary... - Using 3/8" Thick Structural I on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 120.0#/ft, Capacity = 280.000#/ft -> OK Wall Overturning = 5,257.1ft-#, Resisting Moment = 3,640.Oft-#, End Uplift = 404.28lbs Max. Soil Pressures: @ Left = 655.5psf, @ Right = 1,491.4psf "-�- Sill Bolting: 1/2" Bolts@ 48.00in 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... d" Max. Footing Shear = 7.90psi, Allowable = 89.44psi -> OK Bending Reinforcement Req'd @ Left = 0.29in2, @ Right = 0.29in2 Minimum Overturning Stability Ratio = 3.108 :.1 Simpson Hold Down Options Choices for LEFT Side of Wall to HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 401 Olbs Choices for RIGHT Side of Wall to Footing HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA 801 17th Street, Suite D-1 Dsgnr: TOM OWENS lob #2032 Date: 9:02AM, 19 APR 01 Modesto, CA 9.4354, Description (209) 522-8031 Fax (209) 522-4738 Scope Rev510301 • .User.K3-99SN617,Ver51 22-Jun-1999,b/v�32 Uc .,: KW -060 617, V C , —._ _.—_....__. .... `-'-----'--•...__....._ -.. ----_._.__.—._---'—' Plywood Shear Wall & Footing --'__._..._ Page 2 fr Description SW3 gQ032fcalcs.ecw:SHE ARWALLS Footing Analysis • Soil Pressures... Lateral Forces Actino in Direction Ecc. of Resultant @ Footing Centerline To Left... 0.156 ft To Right... Soil Pressure @ LEFT Side of Footing 655.54 psf 2.111 ft Soil Pressure @ RIGHT Side of Footing 532.23 psf 0.00 psf Moments.:. 1,491.43 psf Actual Mu @ Left Wall Edge 5,531.89 ft-# Actual,Mu @ Right Wall Edge 0.00 ft-# 0.00 ft # Shears... 1,958.88 ft-# vu/.85 @ 'd' from Left Wall Edge 7.903 psi vu/.85 @'d' from Right Wall Edge 0.000 psi 3.479 psi 1 Allowable Vn 89.443 psi 0.000 psi Overturning... 89.443 psi Overturning Moment Resisting Moment 6,057.26 ft-# 6,057.26 ft Overturning Stability Ratio 29,277.36 ft -# 4.833 :1 18,827.46 ft-# r w ' 3.108 :1 r . • v r i f w OWE_NS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA 801 17th Street, Suite DA Ds nr: TOM OWENS Job # 2032 g Date: 9:02AM, 19 APR 01 Modesto, CA 94354 Description (209) 522-8031 Fax (209) 522-4738 - Scope: Rei 5103010301 U-: 83-99ENEP.CkLC 3617,Ver5.1.322-Jun 1999,1•Nn32 1983-33EPlywood ShearWall & Footing (c)� ootPage 1 Description SW4 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ?F riywooa Layers 1 Plywood Grade Structural I Wall Length g 14500 cf p - 39.240 ft End Post Dimension 3.00 in Nail Size 8d Wall Height Wall Weight fc Fy 12.833 ft Seismic Factor 0.183 Thickness 3/8" 9 Ht / Length 20.00 in 15.000 psf Nominal Sill Thick. 2.00 Stud Spacing 16.00 in 0.327 • Loads • Vertical Loads... �� -- Point Load # 1 1,184.80 lbs at 39.24 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 262.50 #/ft Uniform Load# 2t 0.00 #/ft '0.00 ft to 39.24 ft Lateral Loads..- 0.00 ft to 0.00 ft Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall 79.10 #/ft 39.240 ft - - 3,103.88 lbs ° Strut Force Applied To of Wall pp °� p 0.00 #/ft O.00Ibs 39.240 ft = 0.00 lbs .. Strut Force Applied,@ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# i Footing Past Left Edge of WaII Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness 0.000 ft Concrete Weight 14500 cf p 39.240 ft 0:000 ft • Rebar Cover . 3.00 in 39.240 ft fc Fy 2,000.00 psi 1.00 ft Min. Steel As % 40,000.00 psi 20.00 in 0.00140 Wall Summary... Using 3/8" Thick Structural I on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear= 114.3#/ft, Capacity= 280.000#/ft -> OK Wall Overturning = 48,701.6ft-#, Resisting Moment = 350,295.6ft-#, End Uplift = 0.00lbs Max. Soil Pressures: @ Left = 855.2psf, . @ Right = 1,036.3psf Sill, Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @.48.00in Footing Summary.... ``- Max. Footing Shear = 0.00psi, Allowable = 89.44psi -> OK Bending Reinforcement Req'd @ Left = 0.29in2, @ Right = 0.29in2 Minimum Overturning Stability Ratio = 9.547 : 1 Design OK OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA Job # 2032 801 17th Street, Suite;D-1 Dsgnr: TOM OWENS Date: 9:02AM, 19 APR 01 Modesto, CA 94354 Description (209) 522-8031 Fax (209) 522-4738 Scope Rev. 510301 pC+---___._—._—_,.___._.____-----__.__._ • - Use,:1933-99 ENE CALC5.1.3,22-Jun-1999,41in32. ' Plywood Shear Wall & footing ^- 2 iU , 1923-99ENERCALC Facie .. , ... , . ... 120321calcs.ecw: SHE.4RWALLS . � Description SW4 Footing Analysis _.. Soil Pressures... Lateral Forces Acting in Direction ` Ecc. of Resultant @ Footing Centerline To Left... To Right... Soil Pressure @ LEFT Side of Footing 1.155 ft 2.785 ft Soil Pressure @ RIGHT Side of Footing 855.18 psf 417.37 psf Moments...•1,036.35 598.53 psf psf Actual Mu @ Left Wall Edge 0.00 ft-# Actual Mu @ Right Wall Edge 0.00 ft _# 0.00 ft-# Shears... 0.00 ft-# vu/.85 @ 'd' from Left Wall Edge 0.000 psi vu/.85 @ 'd' from Right Wall Edge 0.000 psi Allowable Vn 0.000 psi 0.000 psi Overturning... 89.443 psi 89.443 psi Overturning Moment 56,178.57 ft-# Resisting Moment 56,178.57 ft-# ' Overturnirig Stability Ratio 582,843.57 536,352.01 ft-# 10.375 :1 :1 9.547 :1 OWENS DESIGN CONSULTANTS 801 17th Street, Suite D-1 Modesto, CA 94354 (209) 522-8031 Fax (209) 522-4738 Rev: 510301— User. Y,N-0603617, V., 5.1.3, 22-J.-1999, Wji n (c)1963-99EMERCKLC uescrlption SW5 General Information Title: DEL TACO- LA QUINTA Job # 2032 Dsgnr: TOM OWENS Date: 9:02AM, 19 APR 01 Description Scope Plywood Shear Wall & Footing Page 1 Calculations aredesigned to 1997 NDS and 1997 UBC Requirements IF rrywood Layers 1 Plywood Grade Structural I Wall Length 4.430 ft End Post Dimension 3.00 In Nail Size 8d Wall Height Wall Weight15.000 12.833 ft Seismic Factor 0.183 Thickness. 3/8" Ht / Length psf Nominal Sill Thick. 2.00 Stud Spacing 16.00 in 2.897 Loads Vertical Loads... � - - . Point Load # 1 915.20 lbs at 0.00 ft Point Load # 2 1,800.00 lbs at 4.43 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 262.50 #/ft Uniform Load # 2 0.00 #/ft 0.00 ft to 4.43 ft Lateral Loads... 0.00 ft to 0.00 ft Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall 79.10 #/ft 4.430 ft — 350.41 lbs Strut Force Applied @ Top of Wall 0.00 #/ft 0.00 lbs 4.430 ft— — 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 3.000 11 ft Concrete Weight Wall Length Past Right Edge of Wall 4.430 ft ft Rebar Cover 145.00 cf p 3.00 in _ Footing Length � _3.000 10.430 ft fc Fy 2,000.00 psi Footing Width1.0 0 ft Min. Steel As % 40,000.00 psi Footing Thickness 20.00 in 0.00140 Summary 1 _. Wall Summary... Design OK Using 3/8" Thick Structural I on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear= 114.3#/ft, Capacity= 280.000#/ft -> OK Wall Overturning = 5,498.2ft-#, Resisting Moment = 8,519.0ft-#, End Uplift = O.00Ibs Max. Soil Pressures: @ Left = 937.Opsf, @ Right = 1,153.1 psf Sill Bolting:. 1/2" Bolts @ 448 00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 6.08psi, Allowable = 89.44psi -> OK Bending Reinforcement Req'd @ Left = 0.29in2, @ Right = 0.29in2 Minimum Overturning Stability Ratio = 5.654 : 1 .r - OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA 801 17th Street, Suite D-1 Ds nr: TOM OWENS Job # 2032 g Date: 9:02AM, 19 APR 01 Modesto, CA 94354 Description (209) 522-8031 Fax (209)'522-4738 Scope - i Re:c 510301 IV: KW-0603617,'Jer 5.1.3, 22 -Jun -1999, 1983-99 ENERCALC 4lin32 Plywood Shear YY�/��aII FOOIaIng — — -- `--- -`Page -Z — (cJ 2120321calcs eco SHEARWALLS Description SW5 0. Footing Analysis -----...-...._.._.._.._ _.._._.. -.._ Soil Pressures... Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/.85 @'d' from.Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment" Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left... To Right... 0.604 ft 1.145 ft 936.96 psf 237.34 psf 453.53 psf 1,153.15 psf 3,307.38 ft-# 4,180.30 ft-# 1,355.41 ft-# 482.49 ft-# 4.739 psi 0.391 psi 1.734 psi 6.083 psi 89.443 psi 89.443 psi 6,342.28 ft-# 6,342.28 ft-# 39,775.94 ft-# 35,856.28 ft-# 6.272 :1 5.654 :1 1 t � . r t . 0 OWENS DESIGN CONSULTANTS Title: DEL TACO- LA OUINTA 801 17th Street, Suite D-1 Job # 2032 Dsgnr: TOM OWENS Date: 9:02AM, 19 APR 01 Modesto, CA 94354 Description ..(209),522-8031 Fax (209) 522-4738 Scope _ P,ev: 510301 User. KV -0603617,11.,5 1 3 22-J- 1999, L/in32 M 1933-99 ENERCALC EMEMEMME - --- ._. ..-._...-_-.....__.._...._._--.--1010__.-... Plywood Shear Wall & Footing ...- 0110. 010 .. 0100 Page 1 _._ Description SW6 :Q0324calcs.ecw:SHEARWALLS .' ' •� General Information --....____----- Calculations are designed to 1997 NDS and 1997 UBC Requirements - Plywood Layers1 Wall Length 4.000 ft End Post Dimension Plywood Grade Structural I Nail Size Wall Height 12.833 ft Seismic Factor 3.00 in 0.183 8d Thickness 3/8" Wall Weight 15.000 psf Nominal Sill Thick. 2.00 Stud Spacing 16.00 in Ht / Length 3.208 Loads 1101 Vertical Loads... Point Load # 1 1,350.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 262.50 #/ft Uniform Load # 2 0.00 #/ft 0.00 ft to 4.00 ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 79.10 #/ft 4.000 ft = 316.40 lbs Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall 0.00 #/ft 4.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# ! Footing - -- 0001..._..-----_. last Left Edge of Wall 5.000 ft l Concrete Weight Wall Length Past Right Edge of Wall 4.000 ft ft Rebar Cover 145.00 p cf 3.00 in Footing Length --- _0.000 9,000 ft fc Fy 2,000.00 psi Footing Width Footing Thickness 1.00 ft Min. Steel As % 40,000.00 psi 0.00140 20.00 in Summary - Wall Summary... Design OK Using 3/8" Thick Structural I on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 114.3#/ft, Capacity = 280.000#/ft -> OK Wall Overturning = 4,964.5ft-#, Resisting Moment = 3,640.0ft-#, End Uplift = 331.13lbs Max. Soil Pressures: @ Left = 631.1psf, @ Right = 1,453.8psf ------► Sill Bolting: 1/2" Bolts @ 48.0000in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... �~ Max. Footing Shear = 7.59psi, Allowable = 89.44psi -> OK Bending Reinforcement Req'd @ Left = 0.29in2, @ Right = 0.29in2 Minimum Overturning Stability Ratio = 3.288: 1 0101 , - -... _. _-1110_ ---------- ---------.------ Simpson Hold Down Options Choices for LEFT Side of Wall to F HD2A, Capacity = 2565lbs HD2, Capacity = 2595lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 30951bs g..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2565lbs HD2, Capacity = 2595lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 3095lbs 01 r OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA Job # 2032 801 17th Street, Suite D-1 Dsgnr: TOM OWENS Date: 9:02AM, 19 APR 01 Modesto, CA 94354 Description (209) 522-8031 Fax (209) 522-4738 Scope ' Rear 510301 -.)1:83-9 ENERCALC5.1..3,22-Jun-1999,41in32 - (c)1933-99 ENERCHLC p �/�� g Plywood Shear Wall & Footing ---'•------._...__—_..---.-_...---_._._..._� Page 2 Q0321cales. ecw:SHEARWALLS. Description SW6 Footing Analysts .--- --- — - - - - _... .. ... ........ Lateral Forces Actino in Direction ,Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 0.094 ft 2.049 ft Soil Pressure @ LEFT Side of Footing 631.05 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 556.72 psf 1,453.80 psf Moments... ,p � Actual Mu @ Left Wall Edge 5,319.78 ft-# 0.00 ft-# Actual Mu @ Right Wall Edge 0.00 ft-# 1,804.68 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 7.588 psi 3.217 psi vu/.85 @ 'd' from Right Wall Edge 0.000 psi 0.000 psi Allowable Vn Overturning... 89.443 psi p 89.443 psi Overturning Moment Resisting Moment 5,726.66 ft-# 5,726.66 ft-# Overturning Stability Ratio 29,277.36 ft-# 5.112 :1 18,827.46 ft-# 3.288 :1 ,p � OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA Job # 2032 801 17th Street, Suite D-1 Dsgnr: TOM OWENS Date: 11:39AM, 30 APR 01 Modesto, CA 94354 Description (209) 522-8031 Scope Fax (209) 522-4738 ssiosoi We,: 33-9ENERCVe,S.l.s,zz-•Jun-1999,b/in32 Plywood Shear Wall & Footing Page 1 (c)19�3-33 EilERCuLC : 0324calcs.ecwSHEARWALLS Description SW7 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 14.080 ft - -F End Post Dimension 3.00 in .-,• Plywood Grade Structural I Wall Height 12.833 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 15.000 psf Nominal Sill Thick. 3.00 Thickness 3/8" Ht / Length 0.911 Stud Spacing 16.00 in Loads.._ -- Vertical Loads... -Point Load # 1 115.00 lbs at 14.08 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 30.00 #/ft 0.00 ft to 14.08 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall . 380.00 #/ft 14.080 ft = 5,350.40 lbs Uniform Shear @ Top of Wall 0.00 #/ft 14.080 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing _._ -------_.. _ Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length 14.080 It Rebar Cover 3.00 in Past Right Edge of Wall 15.750 ft fc 2,000.00 psi Footing Length 29.830 ft Fy 40,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 20.00 in Design OK Wall Summary... Using 3/8" Thick Structural I on 1 side/s, Nailing is 8d a d in @ Edges, 8d at 12 in @ Field Applied Shear = 415.2#/ft, Capacity = 430.000#/ft -> OK Wall Overturning = 71,844.2ft-#, Resisting Moment = 22,054.4ft-#, End Uplift = 3,536.21 lbs Max. Soil Pressures: @ Left = 1,469.5psf, @ Right = 735.3psf Sill Bolting: 1/2" Bolts @ 24.41 in, 5/8" Bolts @ 38.24in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 26.63psi, Allowable = 89.44psi -> OK Bending Reinforcement Req'd @ Left = 0.29in2, @ Right = 1.02in2 Minimum Overturning Stability Ratio = 1.608 : r -- Simpson Hold Down Options - --, Choices for LEFT Side of Wall to Footing.. Choices for RIGHT Side of Wall to Footing..... PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs PHD5, Capacity = 4685lbs PHD5, Capacity = 4685lbs HD6A, Capacity = 3685lbs HD6A, Capacity = 3685lbs a:t- PHD6, Capacity = 5860lbs PHD6, Capacity = 5860lbs sST� 2 O OWENS•DESIGN.CONSULTANTS Title: DEL TACO- LA QUINTA Job # 2032 801 17th Street, Suite D-1 Dsgnr: TOM OWENS Date: 11:39AM, 30 APR 01 Modesto; CA 94354 Description (209) 522-8031 Scope Fax (209) 522-4738 Rc IfJ?Oi ' U FIi-ifi03617,t+e�51 2�-Jun-I99QLhn32 'Plywood `AI Oi il@aP' tltlall Footing Shear g Pae 2 (c11'9? -3-93 EIIERCALC i,q:Q0321caIcs.evm:SHEARWALLS r, Description SW7 _.__._......_._..--__._.- Footing Analysis Lateral Forces Actino in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 10.171 ft 5.434 ft Soil Pressure @ LEFT Side of Footing 1,469.45 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 735.27 psf Moments...' Actual Mu @ Left Wall Edge 0.00 ft-# 47,038.97 ft-# Actual Mu @ Right Wall Edge 0.06 ft-# 0.00 ft Shears... vu/.85 @ 'd' from Left Wall Edge 0.000 psi 0.000 psi vu/.85 @'d' from Right Wall Edge 20.243 psi 26.627 psi Allowable Vn - 89.443 psi 89.443 psi Overturning.:. Overturning Moment 81,588.19 ft-# 81,588.19 ft-# Resisting Moment 131,194.61 ft-# 180,727.15 ft-# y Overturning Stability Ratio 1.608 :1 2.215 :1 J r f A , 0 N OWENS DESIGN CONSULTANTS 801 17th Street, Suite D-1 Modesto, CA 94354 (209) 522-8031 Fax (209) 522-4738 Ria:,.. - --•-----... .. --'-----•--.. 510301 IJs=r. 1;1•J -U603617, Vag 5.1.3, 22 -Jun -1999, 4/in32 fo) 1963-99 EPIERCALC Description SW8 Title: DEL TACO- LA QUINTA Dsgnr: TOM OWENS Description : Scope : Job # 2032 Date: 11:37AM, 30 APR 01 Plywood Shear Wall & Footing Page 1 q:0321calcs.av,%SHE ARWALL� General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 9.750 ft End Post Dimension 3.00 in , Plywood Grade Structural I Wall Height 12.833 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 15.000 psf Nominal Sill Thick. 3.00 e% -- Thickness 3/8" Ht / Length 1.316 Stud Spacing • 16.00 in 9.750 ft = 0.00 lbs Loads ,0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Vertical Loads... 0.00 ft-# Point Load # 1 115.00 lbs at 0.00 ft Point Load # 2 190.00 lbs at 9.75 ft 145.00 pcf Point Load # 3 0.00 lbs at ft 3.00 in Uniform Load # 1 30.00 #/ft 0.00 ft to 9.75 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 380.00 #/ft 9.750 ft = 3,705.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 9.750 ft = 0.00 lbs Strut Force Applied @ Top of Wall ,0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 5.500 ft Concrete Weight 145.00 pcf Wall Length 9.750 ft Rebar Cover 3.00 in Past Right Edge of Wall 7.000 ft fc 2,000.00 psi Footing Length 22.250 ft Fy 40,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 20.00 in Design OK Wall Summary... Using 3/8" Thick Structural I on 1 side/s, Nailing is 8d a_t_4_inEdges, 8d at 12 in @ Field Applied Shear = 415.2#/ft, Capacity = 430.000#/ft -> OK_ Wall Overturning = 49,750. 1 ft-#, Resisting Moment = 11,696.7ft-#, End Uplift = 3,902.91 lbs Max. Soil Pressures: @ Left = 1,399.8psf, @ Right = 1,270.8psf Sill Bolting: 1/2" Bolts @ 24.41 in, 5/8" Bolts @ 38.24in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 23.89psi, Allowable = 89.44psi -> OK Bending Reinforcement Req'd @ Left = 0.40in2, @ Right = 0.55in2 Minimum Overturning Stability Ratio = 1.520 : 1 Simpson Hold Down Options Choices for LEFT Side of Walt to Footing..... Choices for RIGHT Side of Wall to Footing..... PHD5, Capacity = 4685lbs PHD5, Capacity = 4685lbs PHD6, Capacity = 5860lbs PHD6, Capacity = 5860lbs HD6, Capacity = 4650lbs HD6, Capacity = 4650lbs 4:r'" PHD8, Capacity = 6730lbs PHD8, Capacity = 6730lbs ��T6 02 o ZT.EVA MMEN OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA Job # 2032 801 17th Street, Suite D-1 Dsgnr: TOM OWENS Date: 11:37AM, 30 APR 01 Modesto, CA 94354 Description (209)522-8031 Scope Fax'(209) 522-4738 • !U V 0603617 V., 5.1 4 22 J -1999 V Plywood Wall Di Footing JhP'ar Page 2 (c119FP399 ENEPCALC • .. ,. .. _ .. .,_ .... _...� .. .....-. - - .._ �.... ..,�.-,. , g.120321ca1r:..eca1 SHEP.Rg;.6LLS Description SW8 Footing Analysts Y Lateral Forces Actino in Direction Soil Pressures:.. To Left... To Right... Ecc. of Resultant @ Footing Centerline 7.386 ft 7.006 ft Soil Pressure @LEFT Side of Footing 1,399.77 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,270.78 psf Moments... . Actual Mu @Left Wall Edge. 14,910.85 ft-# 20,517.16 ft-# Actual Mu @'Right Wall Edge 4,884.69 ft-# 3,837.97 ft-# Shears... vu/.85 @ 'd',from Left Wall Edge 20.486 psi 5.244 psi vu/.85 @ 'd' from Right Wall Edge 7.439 psi 23.885 psi t Allowable Vn 89.443 psi 89.443 psi Overturning... Overturning Moment 56,497.50 ft-# 56,497.50 ft-# Resisting Moment 85,856.81 ft-# 88,837.05 ft-# Overturning Stability Ratio � w 1.520 :1 1.572 :1 AV4Cy�6,1,Busiricss June 7, 2001 To: Kreg Nelson OwensDesign,'C'otisultalits CITY OF LA QUINTA Modea' CA BUILDING & SAFETY DEPT. From l Dave Russell APPROVED Trus Joist FOR CONSTRUCTION Foothill.Ranch, CA. RE: Del Tacola Quir>ta, CA, NP02WO1038 1 DATE BY QF`iC,�G� 9g CaOC Dear Kreg, As indicated on our design calculations for the above referenced project, all roof loads were considered; per the architeetml drawings dated Mardi 15, 2001 (sheets A2.1, AM and A3.2) and structural drawings dated April 1, 2001 (sheets S3arid S5). Per these drawings, our design calculations include all meohanical unit, soft, tower and refrigeration 'platfornl loads. if you have any fiu•ther questions regarding tbis please contact me. Thank you, Kreg-, Suzcerely, 14d Lr - Dave Russell,. QROFESS/pN� No: EXP JUN 3 0 200 di�TF OF. CA1.\F'11�� 4Veslein Regional Office A 27042 Towne Centfe Diive, Suite 200 A Foot hdf gonch, Califomia 92610 ® Phone 444.616.1600 s Fox 949.616.1616 +:::fi Ti- I`F'iL. F'HGE..Ci:l. ::1 ;1 OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA 801 17th Street, Suite D-1 Job # 2032Dsgnr: TOM OWENS Modesto, CA 94354 Date: 9:29AM, 7.JUN 01 Description (209) 522-8031 Fax (209) 522-4738 Scope: Rev: 510301 j Us r. KW-0603617,'Je, 5.1.3, 22-J,-1999, WhK i (01983 39ENERCALC General Timber Beam Page 1 .Description ENTRANCE HEADER 12o324celcs.eoro:Calculations i General Information Span= 4.50ft, Left Cant= 0.75ft, Right Cant= 0.75ft, Beam Width = 4.500in x Depth = 5.5in, Ends Beam Design OK -0.010 in Max StreSS'Ratlo Calculations are designed to 1997 NDS ; are Pin -Pin 2.262 ft 5,317.1 2.262 ft ...Length/Deft 2,318.01 and 1997 UBC Requirements Section Name 3-2x6 0.6 k -ft Center Span - Beam Width Beam Depth 4.500 in 4.50 ft Lu Left Cantilever 0.75ft 4.50 ft Member Type 5.500 in Sawn .. ..Lu Right Cantilever 0.75ft Lu Douglas Fir -Larch, No.2 0.75 ft 0.75 ft Load Dur. Factor 1.000 Fb Base Allow 875.0 psi Fv Allow at Beam End Fixity Pin -Pin 85.0 psi Fc Allow Max @ Left Support -0.12 -ft -0.21 k -ft 625.0 psi 4.500 ftRi @ 9 ht 0.76 k E 1,300.0 ksi Max @ Right Support Point Loads �1 a �Uau sI u.0 IDs 310.0 lbs----�155.O lbs - --_- T__�._�.... _ Live Load 248.0 lbs 124.0 lbs lbs lbs lbs . 248.OIbs 124.0 lbs 124.0 lbs lbs ...distance 2.000 ft 4.000 ft -0.750 ft 5.250 ft 0.000 ft lbs lbs 0.000 ft 0.000 ft Center Span... Dead Load Total Load Left Cantilever... Span= 4.50ft, Left Cant= 0.75ft, Right Cant= 0.75ft, Beam Width = 4.500in x Depth = 5.5in, Ends Beam Design OK -0.010 in Max StreSS'Ratlo 0.545 ; 1 0.010 in are Pin -Pin 2.262 ft 5,317.1 2.262 ft ...Length/Deft 2,318.01 Maximum Moment 1,820.0 0.6 k -ft Maximum Shear " 1.5 1.1 k Allowable 2.1 k -ft Allowable 0.011 in 2.1 k Max. Positive Moment • Max. Negative Moment 0.63 k -ft k at 1.997 ft Shear: @ Left 0.39 k Max @ Left Support -0.12 -ft -0.21 k -ft at 4.500 ftRi @ 9 ht 0.76 k Max @ Right Support -0.21 k -ft 8.662 ft Camber: @ Left 0.005 in 5.314 Max. Mallow - 2.14 @ Center @ Right 0.015 in 0.006 in Allowable fb fb 331.51 psi fv 46.34 psi Reactions... Left DL 0.36 k Max @ Left Support Fb 1,134.12 psi Fv 85.00 psi Right DL 0.57 k Max 0.67 k 1.04k Deflections 1,136.92 psi Shear Analysis @ Left Support @ Right Support Center Span... Dead Load Total Load Left Cantilever... Dead 121 Load Total Load Deflection -0.010 in -0.023 in Deflection 0.003 in 0.010 in ...Location ...Length/Deft 2.262 ft 5,317.1 2.262 ft ...Length/Deft 2,318.01 5,170.9 1,820.0 . Right Cantilever... Deflection 0.004 in 0.011 in ...Length/Deft 4,201.7 1,592.3 Stress Calcs Bending Analysis ,_ Ck 31.260 Le Cf 8.662 ft Sxx 22.688 in3 Area 24.750 int 1.300 Rb 5.314 Cl 0.997 Max Moment Sxx Req'd Allowable fb @ Center 0.63 k -ft 6.63 in3 1,134.12 psi @ Left Support 0.21 k -ft 2.21 in3 1, 136.92 -psi @ Right Support 0.21 k -ft 2.21'in3 1,136.92 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.59 k 1.15 k Area Required 6.929 in2 13.494 int Fv: Allowable 85.00 psi 85.00 psi Bearing @ Supports Max. Left Reaction 0.67 k Bearing Length Req'd 0.239 in Max. Right Reaction 1.04 k Bearing Length Req'd 0.371 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location.= 0.00 ft -0.21 k -ft 0.37 k 0.0000 in @.,Right Cant. Location = 0.00 ft -0.21 k -ft 0.37 k 0.0000 in @ Left Cant. Location = 0.00 ft -0.21 k -ft 0.37 k 0.0000 in OWENS DESIGN CONSULTANTS 801 17th Street, Suite D-1 Title: DEL TACO- LA QUINTA Job # 2032 Modesto; CA 94354 Dsgnr: TOM OWENS Description Date: 11:16AM, 7 JUN 01. (209) 522-8031 Fax (209).522-4738 Scope ' Rev: S10301 Wcc 5,.3,22-�,r�-��S81+In;2 (c)Iq o-93 EflE L.iaLC .. . .. Timber Column Design � � .._ page UMNS General, Information Calculations • are designed to 1997 NDS and 1997 UBC Requirements Wood Section 2-2x6 Total Column Height Rectangular Column Load Duration Factor 12.83 ft Le XX for Axial 12.83 ft Column Depth 5.50 in Fc 1.00 Le YY for Axial 12.83 ft• Width 3.00 in Fb 700.00 psi Lu XX for Bending 12.83 fti Sawn 750.00 psi E - Elastic Modulus 1,300 ksi Douglas Fir - Larch, No.2 Loads, Axial Load Dead Load Live Load ShortTerm. Load. + Eccentricity 980.00 lbs O'250in 0.00 lbs 0.00 lbs Applied Moment 0.00 in-# 0.00 in-# Max. Design Moment 245.00in-# 8,520.00 in-# *r W 0.00 in-# 8,520.00 in-# Summary Column OK .USi6,g .,2 -2x6 -,.Width= 3.00in, Depth= 5.50in, Total Column Ht= 12.83ft fc.:'Compression DL + LL 59:39 psi DL + LL + ST DL + ST „ Fc: Allowable 141.69 psi 59.39 psi 59.39 psi 141.69 psi 141.69 psi fbx : Flexural F'bx Allowable 16.20 psi 961.06 psi 579.50 psi 579.50 psi t 961.06 psi 961.06 psi _Interaction Value , 0.1949 0.8605 0.8605 Stress Details Fc: X=X 406.53 psi Max k*Lu / d 50.00 Fc `Y -Y 141.69 psi • • Actual k*.Lu/d 28.92 F'c : •Allowable ` 141.69 psi Min..Allow k*Lu / d 11.00 F'c:Allow * Load Dur Factor 141.69 psi Cf:Bending 1.300 F'bx - * 961.06 psi Rb : (Le d / b^2) ^.5 13.159 F'bx Load Duration Factor 961;06 psi Cf :Axial 1.100 Axial X -X k Lu / d 28.00 Axial Y -Y k Lu / d 51.32 VEVELOPMENT AND CONSTRUCTION / CONSULTANTS DRAWN BY iy DATE ` ' /o CHECKED BY DATE r MODESTO: (209) 522-8031 801 17TH ST., SUITE D1 SCALE FAX: (209) 522-4738 MODESTO, CA. 95354 SHEET OF OWENS DESIGN CONSULTANTS 801 17th Street, Suite D-1 Title: DEL TACO- LA QUINTA Job Job # 2032 Modesto, CA 94354. TOM 01/VENS Description Date: 11:17AM, 7 JUN 01 (209) 522=8031 Fax (209) 522-4738 Scope Fe 5103Ut KW -060361 r, Ver 5.1.3, 22-Jun-1999,Wir.32 (o114o3-99ENE CKLC TI1.11I,er COIUI'1'ltl D Description DRAG CONNECTION02032lcalcs.zi:'mCOLLIMNS esfgn _ W Page. 1 Genera[ Information Calculations _ .. a T ,. are designed to 1997 NDS and 1997.UBC Requirements Wood Section Cix12 Total C01umn Height g 92 ft - - _ Rectangular Column Load Duration Factor Le XX for Axial 8:92 ft Column Depth 11.50 in Fc 1.00 Le YY for Axial 8.92 ft: Width 5 in Fb 700.00 psi.50 Lu XX for Bending 8.92 ft Sawn 750.00 psi E - Elastic Modulus 1,300 ksi Douglas Fir - Larch, No.2 Loads Axial Load ` Dead Load' Live Load Short Term Load Eccentricity 0.00 lbs 0.250in 0.00 lbs 2,805.18 lbs Applied Moment 0.00 in-# 0.00 in-# Max. Design Moment 74,330.00 in-# rtnGfr"a Yt'n�i"�" O.00in # O.00in-# 75,031.30 in-# Summary Column OK USIng.: 6x12.; Width= 5.50in','Depth= 11.50in, Total Column Ht= 8.92ft fc :.Compression DL + LL 0.00 psi DL + LL + ST DL + ST Fc: Allowable 563.77 psi 44.35 psl 563.77 psi 44.35 psi 563.77 psi. fbx : Flexural 'F'bx : Allowable 0.00si p 745.70 psi 618.92 psi 618.92 psi 745.70 .psi 745.70p si 10.0000 r -...-Interaction'Value, 0.8444 0.8444 tress -Details Stress -Details - Fc: Fc X -X 563.77 'psi Max k"Lu / d 50.00 i F : Y -Y 563:77 psi Actual k'Lu/d 28.92 F'c :Allowable F'c;Allow " Load Dur Factor 563.77 psi Min. Allow k"Lu / d 11.00 F'bx 563.77 psi Cf:Bending 1.000 ` F'bx ` Load Duration Factor. 745.70 psi 745.70 psi Rb : (Le d / b^2) ^.5 8:889 Cf: Axial 1.000' Axial X -X k Lu /. d 9.30 1 • Axial Y -Y k Lu,/ d 19.46 A �U�•crharukt' $LtSiriC.tS . June 7., 2001 To: Kreg Nelson Owens Design Consultants Modesto, CA, From :_ Dave Russell Tnis Joist Foothill.Ranch, CA. RE: Del Tacola Quints, CA. NP02WO1038 hear . reg, As indicated on our design calculations for the above referenced project, aU roof loads were considered' per the architectural drawings dated March 15, 2001 (sheets A2'.1, A3. i and A3.2) and struetural,drawings dated Agri] 1, 2001 (sheets S3ared SS). Per these drawings, our design calculaiions include A11 rhe-chanical unit, soffit, tower and•reftrigeration platform loads. If you have any further questions regarding. tbis please contact me. I'lian1; you, Kseg: .s • Sincerely, 1 i Dave kt sell . Westem Regional OHi(o A 21042 Towne Centre O&A, Suite 200 A Foothill Ronch, California 42610 ® None 544.6) 6.1600 a Fox 449.616.1616 T01 -*i t_-._.1 "W INN 1JLi't;lUN UONSULTANTS DEVELOPMENT AND CONSTRUCTION PROJECT JOB NO CONSULTANT'S DRAWN BY DATE_ CHECKED BY DATE_ MODESTO: (209) 522-8031 801 17TH ST., SUITE D1 SCALE SHEET_ FAX: (209) 522-4738 MODESTO, CA. 95354 OF )66f 2 t r_ y33 Y A/ 1 '7 1 "W INN 1JLi't;lUN UONSULTANTS DEVELOPMENT AND CONSTRUCTION PROJECT JOB NO CONSULTANT'S DRAWN BY DATE_ CHECKED BY DATE_ MODESTO: (209) 522-8031 801 17TH ST., SUITE D1 SCALE SHEET_ FAX: (209) 522-4738 MODESTO, CA. 95354 OF OWENS DESIGN CONSULTANTS 801 17th Street, Suite D-1. Title: DEL TACO- LA QUINTA Job LI 2032: Modesto, CA 94354 Total Column. Ht= 18.75ft Dsgnr: TOM OWENS Description : Date: 5:25PM, 7 JUN .01 " ' (209),522-8031 - y fc :Compression DL+LL 31.22 psi DL+LL+ST Fax (209) 522-4738 Scope Fc : Allowable Rau 51N01 Ur -r !;bi-OSUSGI7 r r=_., 3 22,-,qs. Timber Column Design 13.74 psi Description STUD@CANOPY Page 1 �203Gr�I��•Ecw:COLLIPn11S General Information 141.69P si �...... Calculations are designed to 1997 NDS Wood Section and 1997 UBC Requirements ffl 2-2x6 Rectangular Column Total Column Height 18.75 ft ' Le XX for Axial Column Depth Load Duration Factor 1 "00 12.83 ft Le YY for Axial 5.50 in Width 3.00 in Fc Fb 700.00 psi 12.83 . ft Lu XX for Bending 12.83 ft Sawn ��:rs�u.:ex.:n:.,a:- 750.00 psi • Fc: X-X�r E - Elastic Modulus 1,300 ksi 50.00 Fc: Y -Y Douglas Fir - Larch, No.2 Actual k*Lu/d 28.92 Loads 141.69 psi Min. Allow k*Lu / d 11.00 " F'c:Allow " Load Dur Factor 141.69 psi Cf:Bending 1.300 F'bx Axial Load Dead Load Live Loa d "I'LL Short Term Load 961.06 psi Eccentricity 0.250in 60.00 lbs 80.00 lbs 0.00 lbs Eccentric Side Load 166.70 lbs 208.40 lbs +• ... Bide Load Eccentricity 24.00 in 0.00 Ins k ..Side: Load Dist. above Base 8.50 ft" 24.00 in 0.00 in Equivalent Load @ Mid -Height 29.16 lbs 8.50 ft 0• .00 ft Side Load,Moment 1,640.33in-# 36.46 lbs 2,050.66 in-# 0.00lbs .Max. Design Moment 1,655.33in-# 2,070.66in # 0.00 in-# in - tcz�T Siirn/iar�aN"1/ � ------ 0.00 in-# `"` " Column OK Using,: 2-2x6, Width=. 00in, Depth= 5.50in, Total Column. Ht= 18.75ft y fc :Compression DL+LL 31.22 psi DL+LL+ST DL+ST Fc : Allowable 141.69 psi 31.22 psi 141.69 psi 13.74 psi 141.69P si fbx :' Flexural 246.35 psi 246.35 psi 109:44 psi F'bx : Allowable 961.06 psi 961.06 psi 961.06 psi Interaction Value 0.3220 0.3220 0.1265 Stress Details. ��:rs�u.:ex.:n:.,a:- • Fc: X-X�r 406.53 psi Max k*Lu / d 50.00 Fc: Y -Y 141.69. psi Actual k*Lu/d 28.92 Fc: Allowable 141.69 psi Min. Allow k*Lu / d 11.00 " F'c:Allow " Load Dur Factor 141.69 psi Cf:Bending 1.300 F'bx 961.06 psi Rb: (Le d / b^2) ^.5 13.159 F'bx * Load Duration Factor 961.06 psi Cf : Axial 1.100 Axial X -X k Lu / d 28.00 Axial Y -Y k Lu / d' 51.32. OWENS DESIGN CONSULTANTS 801 17th Street, Suite D-1 Modesto, CA 94354 (209) 522-8031 Fax (209) 522-4738 r. Re,: '510301 User: K% -1-0603P 17 We?2-•lun-199x, Llin3? I-) 19-33-99 E11ERLkLC Title: DEL TACO- LA QUINTA Dsgnr: TOM OWENSDate: 5:25PM Job #2032 , Description 7 JUN 01 Scope: Timber Column Design Page 1 �jlNuult I UULt;ANOPY-WIND General Information , • Wood Section ction , '� Calculations are designed to 1997 NDS and 1997 UBC Requirements '�""' - •2-2x6 Total Column Height Rectangular Column Load Duration Factor 18.75 ft Le XX for Axial 12.83 ft Column Depth 5.50 in Fc 1.00 Le YY for Axial 12.83 ft Width 3.00 in Fb 700.00 psi Lu XX for Bending 12.83 ft Sawn 750.00 psi E -Elastic Modulus 1,300 ksi Douglas Fir - Larch, No.2 Loads Axial Load Load Dead Load -M Live Load Short Term Load Eccentricity 0.250in 60.00 lbs 0.00 lbs 0.00 lbs Applied Moment 0.00 in-# Eccentric Side Load 0.00 in-# 8,520.00 in-# ....Side Load Eccentricity 166.70 lbs 24.00 in 0.00 lbs 0.00 lbs Side Load Dist. above Base 8.50 ft 0.00 in 0.00 in Equivalent Load @ Mid -Height 29.16 lbs 0.00 ft 0.00 ft Side Load Moment 1,640.33 in -#0.00 0.00 lbs lbs Max. Design Moment 1,655.31n-# 0.00 in-# 0.00 in-# Iy Summ4rY 0.00in-# -- 8,520.00 in-# :��w���- Column OK Using : 2-2x6; Width= 3'00in, Depth= 5.50in, Total Column Ht= 18.75ft DL + LL DL + L', ST fc :Compression 13.74 psi DL + ST Fc: Allowable 141.69 psi 13.74 psi p 13.74 psi r 141.69 psi 141.69 psi fbx : Flexural F'bx : Allowablep 109.44 psi 672.75si 672.75 psi 961.06 psi 961.06 psi 961.06 psi ' Interaction Value 0.1265 07293 . 0:7293 Stress Details n Fc.XX, Fc: Y -Y 406.53 psi Max k"Lu / d � 50.00 F'c : Allowable 141.69 psi 141.69 psi Actual k`Lu/d. 28.92 F'c:Allow * Load -Dur Factor 141.69 psi Min. Allow k`Lu / d 11.00 F'bx 961.06 psi Cf:Bending Rb : (Le d / b^2) ^.5 1.300 F'bx ' Load Duration Factor 961.06 psi Cf: Axial 13.159 1.100 Axial X -X k Lu / d 28.00 Axial Y -Y k Lu / d 51.32 OWENS DESIGN CONSULTANTS 801 17th Street, Suite D-1 Modesto, CA 94354 (209) 522-8031 Title: DEL TACO- LA QUINTA Job # 2032 Dsgnr: TOM OWENS Date: 2:53PM, 8 JUN 01 Description Scope Description SWy ------ General Inf®rmatlon ft 1 Calculations are designed to 1997 NDS and 1997 UBC Regwrements a.w� gin, r .Flax .> �..� �,: a : �•w �:.,� a� 2 Wall Length 6.000 ft m End Post Dimension 5.50 in # Plywood Layers Plywood Grade Structural I Wall Height Seismic Factor 0.183 12.833 ft Nominal Sill Thick. 3.00 Nail Size 10d Wall Weight 15.000 psf Thickness 15/37' Ht / Length' 2.139 Stud Spacing .16.00 in— —_— Ll Qsc..l.ms.0u.a.,:a.., • c: a zrr -usr...... .ua::.,,rs,ama,.r,•xs: :w ,zr • Vertical Loads... Point Load # 1 185.00 lbs at 0.00 It Point Load # 2 240.00 lbs at 6.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 30.00 #/ft 0.00 ft to 6.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft , Lateral Loads— Uniform Shear @ Top of Wall 905.50 #/ft 6.000 ft = 5,433.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 6.000 ft = 0.00 lbs • Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs • Moment Applied @ Top of Wall 0.00 ft-# _ -- I'FO®ting--- --•- - ... - k, s� .sx ;acvmv. .�..- rc,.. .. , :.x.:a•. as, ..,.:;.mvcv:. -, • ,a:„ .. Pt Left Edge of Wall 9.000 ft Concrete Weight 145.00 pcf , Wall Length 6.000 ft Rebar Cover 3.00 in Past Right Edge of Wall—_ 9.000 ft fc 2,000.00 psi Footing Length 24.000 ft Fy 40,000.00 psi Footing Width 1.50 ft Min. Steel As % 0.00140 Footing Thickness 20.00 in -- } -- Susa mary Design OK I Wall Summary... Using 15/32" Thick Structural I on 2 side/s, Nailing is 10d at 4 in @ Edges, 10d at 12 in @ Field . Applied Shear = 940.7#/ft, Capacity = 1,020.000#/ft -> OK Wall Overturning = 71,077.9ft-#, Resisting Moment = 5,114.9ft-#, End Uplift = 10,993.83lbs Max. Soil Pressures: @ Left = 1,075.8psf, @ Right = 1,083.7psf Sill Bolting: 1/2" Bolts @ 10.77in, 5/8" Bolts @ 16.88in, 3/4" Bolts @ 24.26in Footing Summary... Max. Footing Shear = 23.53psi, Allowable = 89.44psi -> OK ' = 01; 2 R• ht = 1 02in2 Bending Reinforcement Req d @ Le In , @V - Minimum Overturning Stability Ratio = 1.557: 1 Simpson Hold Down OptionsTim -- ------ --- — n�,,.'z,^ • .xuti r,r.....,., .r rn: ra .ma m..a. .�watm• :rs c :ww . ' xw c:u: + .,aca:s. - ,r ' ...a,.:m:,..t¢ sres�+3. r rsv+r unv Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD12, Capacity = 13120lbs HD12, Capacity = 13120lbs HD15, Capacity = 13380lbs HD15, Capacity = 13380lbs HD14A, Capacity = 13380lbs HD14A, Capacity = 13380lbs 4— HD20A, Capacity = 15305lbs HD20A, Capacity = 15305lbs OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA Job # 2032 801 17th Street, Suite D-1 Dsgnr: TOM OWENS Date: 2:53PM, 8 JUN 01 Description Modesto, CA 94354 (209) 522-8031 Scope: Fax(209)522-4738 ' Rem 510301 — . W --- User: KW0603617, Ver 5:1.3, 22-Jun-1999.Win32 Plywood Shear Wall & Footing Page 2 (c) 198399 ENERCALC gA2032\calcs.eCW:SHEAR WALLS i Lia:�.xs�;:tq:�.��at�r�:�:*,�al�e�s+�.�soss3r.�at�a`:��;�:'�a'�'�sx>avr�r;^s•,m�'�-�Rvvam�xz!Ynz�t�s:`• �+s��s^li.zaz.a<ar.�..,<,.�,,,�n�:.,�:,�e�,M Description SW9 �Footing Analysis — - --- --- -- -- �'%'d: �iv:� ' _YtHJ.. ..v. '. � _II: + J Y".9t�Waeo'tp .v.:.. .. - •: Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 7.679*ft 7.710 ft Soil Pressure @ LEFT Side of Footing 1,075.83 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,083.75 psf Moments... - Actual,Mu @ Left Wall Edge 37,655.25 ft-# 37,927.18 ft-# Actual Mu @ Right Wall Edge 15,415.31 ft-# 15,415.31 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 23.380 psi 10.366 psi vu/.85 @ 'd' from Right Wall Edge 10.366 psi 23.534 psi Allowable Vn 89.443 psi 89.443 psi Overturning... Overturning Moment 80,485.14 ft-# 80,485.14 ft-# Resisting Moment 125,684.64 ft-# 125,354.64 ft-# Overturning Stability Ratio 1.562 :1 1.557 :1 M OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA 801 17th Street, Suite D-1 Dsgnr: TOM OWENS Description Modesto, CA 943541 (209) 522-8031 Scope: Fax (209) 522-4738 _ Rev 510301 Pl wooei 'Shear �ilall & Footing User: KW -0603617, Ver 5.1.3. 224un-1999, Win32 (e) 198399 ENERCALC IhTd"�3@�i.�"'ii�"+,. •sNynx�c ^a�+Sarraildi�E�':�-C1b'244f�'.'&Rcr3izs' v.. •. M7ffiS''�mTsa+meemnrae Description SW10 Job # 2032 Date: 2:53PM, 8 JUN 01 Page 1 General Information 16.750 ft Calculations are designed to 1997 NDS and 1997 USC Requirements ' .for -atio # Plywood Layers 2 Wall Length 4.000 ft 4.000 ft End Post Dimension 5.50 in Plywood Grade Structural I Wall Height f c 12.833 ft Seismic Factor 0.183 Nail Size 10d Wall Weight 40,000.00 psi 15.000 psf Nominal Sill Thick. 3.00 Thickness 15/32" Ht / Length Footing Thickness 3.208 + Stud Spacing 16.00 in ..+6C$t:u -- - -- Loads �6y�_ Sunarraar�+ ._ �_ � 4€7n:L'��'.is+.�,+.:.:cueas.... ,.. ,., a.,�.w .rs;s�-.-^. - a:. • , u... ...'� ..m. .. � .ca: xfweT n,,,w;v . - >���mteaaG. r,..., •�cv�ex .ti:,ti. e•� n • Vertical Loads... Point Load # 1 240.00 lbs at 0.00 ft Point Load # 2 0.00 -lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 30.00 #/ft 0.00 ft to 4.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 905.50 #/ft 4.000 ft = 3,622.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 4,000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 16.750 ft Concrete Weight 145.00 pcf Wall Length 4.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft f c 2,000.00 psi Footing Length 20.750 ft Fy 40,000.00 psi Footing Width 1.50 ft Min. Steel As % 0.00140 Footing Thickness 20.00 in ..+6C$t:u -- - -- �6y�_ Sunarraar�+ ._ �_ Design OK Wall Summary... Using 15/32" Thick Structural I on 2 side/s, Nailing is 1 Od at 4 in @ Edges, 10d at 12 in @ Field Applied Shear = 940.7#/ft, Capacity = 1,020.000#/ft -> OK Wall Overturning = 47,385.3ft-#, Resisting Moment = 1,780.Oft-#, End Uplift = 11,401.32lbs Max. Soil Pressures: @ Left = 737.8psf, @ Right = 1,226.6psf Sill Bolting: 1/2" Bolts @ 10.77in, 5/8" Bolts @ 16.88in, 3/4" Bolts @ 24.26in Footing Summary... Max. Footing Shear = 16.88psi, Allowable = 89.44psi -> OK Bending Reinforcement Req'd @ Left = 1.52in2, @ Right = 0.43in2 Minimum Overturning Stability Ratio = 1.505: 1 lSimpson (Hold Down Options y�,'G ''e' ;..' -" )nu, . .v,- •. r ^ • :, .:araSliY .�3i. • • rc�nNux..,.A • Uy . tC..t:d , k.t,:v ¢ • SJ:.k.rS?iV.. • ...:�.ded: ., Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD12, Capacity = 13120lbs HD12, Capacity = 13120lbs HD15, Capacity = 13380lbs HD15, Capacity = 13380lbs HD14A, Capacity = 13380lbs HD14A, Capacity = 13380lbs HD20A, Capacity = 15305lbs HD20A, Capacity = 15305lbs ` t^'1 ��/ ���h�'✓�� �G �� per/? S*( ro G(Ji G,�/ /�C/ OWENS DESIGN CONSULTANTS Title: DEL TACO- LA QUINTA Job # 2032 801 17thStreet, Suite D-1 Dsgnr. TOM OWENS Date: 2:53PM, 8 JUN 01 Description Modesto, CA 94354 (209)522-8031 Scope: Fax (209) 522-4738 -- ---- - Page 2 Rev. 510301 " User: KW0803617, Ver 5.1.3, 22Jun•1999, win32 Plywood ��eaff 4/tH �ll &F®®�0�� (c) 1983.99 ENERCALC `.�e'aS7:77..�+"769:6453F'.�.1'Y.•:tmi •••"' \2032\calfs ecw:SHEARWALL$ •"'••lf7fi•171��aYia:a'wF?M^..[8"�F4x8u��'5��+. . '41�.u"i^."i.!C,iR:i�5f3:5"�YfI�,"•�.".:>f!s$fl'Y�13R�i:•.�n1". r'RL°a5��'.^."7,'Dfl:'.E2&:'�l�.Si"a3N°'s1°+'A'.*a��.y'r'SI4'dFaf�^.5.�/''�" Description SW10 ' �Footing Analysis -„ • l: LIWIVCv.:vlJJ1S •. fS.v v^..✓.a,..4iStiYwV.C'..iV3t1 ' .•. h1'i t[: - w'" 1k _. :.. ��wT�.—�.�.n.. IY&• S.d.S• •.1Y'Stif od•r. m ,. Lateral Forces Acting in Direction Soil Pressures.:: To Left... To Right... Ecc. of Resultant @ Footing Centerline 5.163 ft 7.240 ft Soil Pressure @ LEFT Side of Footing 737.83 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,226.60 psf Moments... Actual Mu @ Left Wall Edge - 55,769.15 ft 0.00 ft-# Actual Mu @ Right Wall Edge - 0.00 ft # # 47,966.41 ft # Shears... vu/.85 @ 'd' from Left Wall Edge 13.283 psi 16.881 psi vu/.85 @ 'd' from Right Wall Edge 0.000 psi 0.000 psi Allowable Vn 89.443 psi 89.443 psi Overturning... Overturning Moment 53,656.76 ft-# 53,656.76 ft-# Resisting Moment 98,746.58 ft-# 80,779.41 ft-# Overturning Stability Ratio 1.840 :1 1.505 :1 y , , 1