Loading...
11-0606 (AR) Title 24 Revision 1• • BUILDING ENERGY ANALYSIS REPORT PROJECT: Mr. & Mrs. Chuck Lineberger 78-216 Lago La Quints, CA 92253 Project Designer: Robert A. Pitchford Design and Drafting 77-622 Country Club Dr. Suite O Palm Desert, Ca 92211 (760) 346-2856 Report Prepared by: Jon Scott Scott Design and Title 24, Inc, 77-085 Michigan Drive Palm Desert, Ca 92211 (760) 200-4780 RECEIV.EID CITY OF LA QUINTA JUN o 6 2011 BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION Job Number: GATE 3 1 M 'PW BY V4"bW$A Date: 5/31/2011 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 2008 Building Energy Efficiency Standards. `-This program"developed by EnergySoft,-LL'C`- Www.energysoft.com. Energ Pro 5.1 by Energ Soft User Number., 6712 RunCode: 2011-05.31709:31:13 /D: C� i 17', PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name Mr. & Mrs. Chuck Lineberger Building Type m Single Family O Addition Alone O Multi Family m Existing+ Addition/Alteration Date 5/31/2011 Project Address 78-216 Lago La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 2,946 Addition 400 # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST ❑ Yes ❑ No HERS Measures -- If Yes, A CF -413 must be provided per Part 2 of 5 of this form. ❑ Yes ❑ No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity ftp Features (see Part 2 of 5) Status Roof Wood Framed Attic R-11 2,522 Existing Wall Wood Framed R-11 1,194 Existing Door Opaque Door None 48 Existing Slab Unheated Slab -on -Grade None 2,946 Perim = 289' Existing Roof Wood Framed Attic R-30 384 New Wall Wood Framed R-13 244 New Door Opaque Door None 20 New FENESTRATION U- Orientation Area(ft) Factor Exterior SHGC Overhang Sidefins Shades Status Skylight 8.0 0.800 0.39 none none None New Skylight 8.0 0.800 0.39 none none None New Skylight 8.0 0.800 0.39 none none None New Right (NE) 201.0 0.550 0.67 none none Bug Screen Existing Front (SE) 85.2 0.550 0.67 none none Bug Screen Existing Left (SVIO 24.0 0.550 0.67 none none Bug Screen Existing Skylight 8.0 0.800 0.39 none none None New Skylight 8.0 0.800 0.39 none none None New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Split Air Conditioner 10.0 SEER Setback Existing HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status HVAC Existing Ducted Ducted Attic, Ceiling Ins, vented 4.2 Existing WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EnergyPro 5.1 by Energ Soft User Number: 6712 RunCode: 2011-05-31T09:31:13 ID: Page 3 of 11 LJ r--1 L --A PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF -1 R Project Name Mr. & Mrs. Chuck Lineberger Building Type m Single Family ❑ Addition Alone 1 ❑ Multi Family 10 Existing+ Addition/Alteration Date 1513112011 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The 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. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF -4R form for each of the measures listed below for final to be given. Energ yPro 5.1 by EnerqySoft User Number.' 6712 RunCode: 2011-05-31T09:31:13 ID: Page 4 of 11 �J C PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF -1 R Project Name Building Type m Single Family ❑ Addition Alone Date Mr. & Mrs. Chuck Lineberger ❑ Multi Family m Existing+ Addition/Alteration 5/31/2011 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV kBtu/ft2- r Space Heating 7.21 6.32 0.88 Space Cooling 142.25 119.40 22.85 Fans 30.17 25.47 4.70 Domestic Hot Water 12.54 12.54 0.00 Pumps 0.00 0.00 0.00 Totals 192.16 163.74 28.43 Percent Better Than Standard: 14.8 BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (SE) 120 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 (SE) 408 85 Fuel Available at Site: Natural Gas (SV19 552 24 Raised Floor Area: 0 (NM 408 0 Slab on Grade Area: 2,946 (NE) 448 201 Average Ceiling Height: 10.0 Roof 2,946 40 Fenestration Average U -Factor: 0.55 TOTAL: 350 Average SHGC: 0.67 Fenestration/CFA Ratio: 11.9% REMARKS STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company Scott Design and Title 24, Inc, 5/31 011 Address 77-085 Michigan Drive Name Jon Scott Cit /State/Zi Palm Desert, Ca 92211 Phone (760) 200-4780 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance usin duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building ng re e installer testing and certification and field verification by an approved HERS rater Designer or Owner (per Business & Professions Code) Company Robert A. Pitchford Design and Drafting Address 77-622 Country Club Dr. Suite O Name Robert Pitchf City/State/Zip Palm Desert, Ca 92211 Phone (760) 346-2856 Signed License # Date EnemyPro 5.1 by Ene Soft User Number 6712 RunCode: 2011-05-31T09:31:13 ID: Page 5 of 11 r, U • CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name Mr. & Mrs. Chuck Lineberger Building Type m Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 5/31/2011 OPAQUE SURFACE DETAILS Surface Type Area U- Insulation Joint Appendix Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Roof 2,522 0.079 R-11 0 0 Existing 4.2.1-A2 Existing Residence Wall 247 0.110 R-11 30 90 Existing 4.3.1-A2 Existing Residence Wall 275 0.110 R-11 120 90 Existing 4.3.1-A2 Existing Residence Door 48 1.450 None 120 90 Existing 4.5.1-A1 Existing Residence Wall 160 0.110 R-11 120 90 Removec 4.3.1-A2 Existing Residence Wall 264 0.110 R-11 210 90 Existing 4.3.1-A2 Existing Residence Wall 54 0.110 R-11 210 90 Removec 4.3.1-A2 Existing Residence Wall 408 0.110 R-11 300 90 Existing 4.3.1-A2 Existing Residence Wall 90 0.110 R-11 300 90 Removec 4.3.1-A2 Existing Residence Slab 2,546 0.730 None 0 180 Existing 4.4.7-A1 Existing Residence Roof 384 0.032 R-30 0 0 New 4.2.1-A8 Atrium Enclosure Wall 244 0.102 R-13 210 90 New 4.3.1-A3 Atrium Enclosure Door 20 1.450 None 210 90 New 4.5.1-A1 Atrium Enclosure Slab 400 0.730 None 0 180 Existing 4.4.7-A1 Atrium Enclosure FENESTRATION SURFACE DETAILS ID Type Area U -Factor SHGC;'Azm Status Glazing Type Location/Comments 1 Skylight 8.0 0.800 NFRC 0.39 NFRC 0 New Double Metal Tinted SkyLight Existing Residence 2 Skylight 8.0 0.800 NFRC 0.39 NFRC 0 New Double Metal Tinted SkyLight Existing Residence 3 Skylight 8.0 0.800 NFRC 0.39 NFRC 0 New Double Metal Tinted SkyLight Existing Residence 4 Window 67.0 0.550 Default 0.67 Default 30 Existing Double Noh Metal Clear Existing Residence 5 Window 67.0 0.550 Default 0.67 Default 30 Existing Double Non Metal Clear Existing Residence 6 Window 67.0 0.550 Default 0.67 Default 30 Existing Double Non Metal Clear Existing Residence 7 Window 40.2 0.550 Default 0.67 Default 120 Existing Double Non Metal Clear Existing Residence 8 Window 24.0 0.550 Default 0.67 Default 120 Existing Double Non Metal Clear Existing Residence 9 Window 15.0 0.550 Default 0.67 Default 120 Existing Double Non Metal Clear Existing Residence 10 Window 6.0 0.550 Default 0.67 Default 120 Existing Double Non Metal Clear Existing Residence 11 Window 64.0 0.550 Default 0.67 Default 120 Removed Double Non Metal Clear Existing Residence 12 Window 24.0 0.550 Default 0.67 Default 210 Existing Double Non Metal Clear Existing Residence 13 Window 64.0 0.550 Default 0.67 Default 210 Removed Double Non Metal Clear Existing Residence 14 Window 21.0 0.550 Default 0.67 Default 210 Removed Double Non Metal Clear Existing Residence 15 Window 21.0 0.550 Default 0.67 Default 210 Removed Double Non Metal Clear Existing Residence 16 window 6.0 0.550 Default 0.67 Default 300 Removed Double Non Metal Clear Existing Residence (1) U -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-13 = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window H t Wd Ove hang Left Fin Right Fin Len H t LExt REA Dist Len Hat Dist I Len H t 1 None 1.00 2 None 1.00 3 None 1.00 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bua Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 15 Bug Screen 0.76 16 JBug Screen 1 0.76 EnergyPro 5.1 by EnergySoft User Number. 6712 RunCode: 2011-05-31T09:31:13 ID: Page 6 of 11 r� CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5 CF -1 R Project Name Mr. & Mrs. Chuck Lineberger Building Type m Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 5/31/2011 OPAQUE SURFACE DETAILS Surface Ll- Insulation Joint Appendix Type Area Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments FENESTRATION SURFACE DETAILS ID Type Area Ll -Factor SHGC Azm Status Glazing Type Location/Comments 17 Window 64.0 0.550 Default 0.67 Default 300 Removed Double Non Metal Clear Existing Residence 18 Skylight 8.0 0.800 NFRC 0.39 NFRC 0 New Double Metal Tinted Skylight Atrium Enclosure 19 Skylight 8.0 0.800 NFRC 0.39 NFRC 0 New Double Metal Tinted Sk Li ht Atrium Enclosure (1) Ll -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS Window Ove hang Left Fin Right Fin ID Exterior Shade Type SHGC Hat I Wd Len H t LExt RExt Dist. Len H t Dist Len H t 17 Bug Screen 0.76 18 None 1.00 19 None 1.00 EnergyPro 5.1 by EnergySoft User Number. 6712 RunCode: 2011-05-31T09:31:13 ID: Page 7 of 11 0 C CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF -1 R Project Name Mr. & Mrs. Chuck Lineberger Building Type © Single Family ❑ Addition Alone ❑ Multi Family ® Existing+ Addition/Alteration Date 1513112011 BUILDING ZONE INFORMATION System Name Zone Name Floor Area ft New Existing Altered Removed Volume Year Built HVAC Existing Existing Residence 2546 25,460 1960 Atrium Enclosure 400 4,000 Totals 4001 01 2,5461 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HVAC Existing 1 Central Furnace 80% AFUE Split Air Conditioner 10.0 SEER Setback Existing HVAC DISTRIBUTION System Name Heating Duct Cooling Duct Location R -Value Ducts Tested? Status HVAC Existing Ducted Ducted Attic, Ceiling Ins, vented 4.2 ❑ Existing WATER HEATING SYSTEMS S stem Name Qt . Type Distribution Rated Input Btuh Tank Cap. al Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status Standard Gas 50 gal or Le 1 Small Gas No Pipe Insulation 40,000 50 0.58 n/a n/a Existing MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length ft 0 o i� �a Q — System Name Pipe Length Pipe Diameter Insul. Thick. Qty. HP Plenum Outside Buried EnergyPro 5.1 by EnergySoft User Number- 6712 RunCode: 2011-05-31T09:31:13 ID: Pai re 8 of 11 4 4 MANDATORY MEASURES SUMMARY: Residential Pae 1 of 3 MF -1 R Project Name r. & Mrs. Chuck Lineberger Date 5/31/2011 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -1 R, CF -1 R -ADD, or CF - 1 R -ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF -1 R Form with plans. Building Envelope Measures: 116(a)l: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of 10-111 (a). 117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. 118(a): Insulationspecified or installed meets Standards for Insulating Material. Indicate type and include on CF -6R Form. §118(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(1) when the installation of a Cool Roof is specified on the CF -1 R Form. *§1 50 a : Minimum R-19 insulation in wood -frame ceiling orequivalent U -factor. 150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -Value. *§1 50 c : Minimum R-13 insulation in wood -frame wall orequivalent U -factor. *§1 50 d : Minimum R-13 insulation in raised wood -frame floor orequivalent U -factor. 150(f): Air retarding wrap is tested, labeled, and installed according to ASTM E1677-95 2000 when specified on the CF -1 R Form. 150 : Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: A: Masonr or factor -built fire laces have a closable metal or lass door coverin the entire o enin of the firebox. E§150(e)l e)l B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is ed with a with a readil accessible, o erable, and ti ht-fittin dam er and or a combustion -air control device. e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the e of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High -Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. 150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. 150(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §1500)1 A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150(j)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. §1500)2: First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B. §1500)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §1500)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. 150(j)3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §1500)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. 150(j)4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2011-05-31 T09:31:13 ID: Page 9 of 11 4 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 MF -1 R Project Name Date r. & Mrs. Chuck Lineberger 5/31/2011 §150(m)1: All air -distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings reater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 150(m)7: Exhaust fans stems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 150 m 10: Flexible ducts cannot have porous inner cores. §150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low -Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating ora pilot light. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. 114(b)2: Outdoor pools ors as that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. 150 : Residential pool systems orequipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150 Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire asspecified by §150(k)2. 150(k)3: The wattage of permanently installed luminaires shall be determined asspecified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line -voltage socket or line - voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw -base socket.. 150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). 150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi -scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual -on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 5.1 by EnergySoft User Number.' 6712 RunCode: 2011-05-31 T09:31:13 /D: Page 10 of 11 4 4 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3 MF -1 R Project Name Date Mr. & Mrs. Chuck Lineberger 1513112011 §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual -on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual -on occupancy sensor. §150(k)11: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual - on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §150 k 11. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exception'! to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed . luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw -base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130, 131 134, and 146. §150(k)16: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensors certified to comply with the applicable requirements of 119. EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2011-05-31 T09:31:13 /D: Page 11 of 11 �; CLIENT. Robert A. Pitch ford, Designer • i (760) 346-2856 EJECT- LINEBMGER REMODEL ADDRESS= 78-216 Lago Drive La Quinta 1 JOB= 11-130 DATE: lavised 08 Ju IY 2011 A14 112011 � fly&lk STRUCTURAL AND CIVIL ENGINEERING DENISE R. POELTLER, INC. 77725 ENFIELD LANE, STE. #130 PALM DESERT, CA 92211 TEL. (760) 772-4411 FAX (760) 772-4409 drpfly@aol.com ' CITY OF LA QUINTAL... BUILDING 8ASAPFE. ; r DE, T. FOR C ON 3 .. Us 'ljot► BY 4 IL 1 1 1 1 1 77725 Enfield Lane, #130 Palm Desert, CA 92211 (760) 772-4411 FAX (760) 772-4409 drpf(y@aol.com PROJECT: BY,W DATE i REVISED _,.. Rr✓v, � T r-EV,IAel I i LINEE8R&ER 18-216Logo Drive La Owlnta ROBERT A. P I TCHFORD M-622 Country Club Drive, Suite O Palm Desert, CA 92211 060) 546-2856 STRUCTURAL CALCULATIONS DE5167N AND DETAILING OF: I. Design new rafters, beams, ledgers, and footings at new medla room. 2. Check lateral loads at existing openings that will be framed -in. 0\1-1�0 PAGE_ OF -33 EXISTING TILE ROOF LOADS Mission Clay Tile = 10.0 PSF 200q EBG Felt = O5 P5F 2010 CHG 2010 GRG 19/52" APA Plywood Sheathing = I PSF FRAMING/'TRUSSES = 5.0 P5F Insulation = IA P517 1/2" 6y board = 2.2 PSF Misc. ech. = 15 PSF DEAD LOAD = 20.0 P5F LIVE LOAD (4:12 SLOPE) = 20.0 P5F QR0�f0�'� Fy Quo POEZFT NEW FLAT ROOF LOADS �F9 o NO'4� Compo. built-up roof + re -roof = 6.5 PSF Tapered foam = 0.2 PSF 0-30-12-, ExP 15/52" APA Plywood Sheathing = 15 PSF � o .Zo11 FRAMING: 2X10'9 at 24" o4. = 5.0 P5F Insulation = 1.0 P5F T 0 c 5/8" Gypboard = 2.8 P517 Mlsc ech. = 1.0 PSF DEAD LOAD = 16.0 P517 LIVE LOAD (025:12 Slope) = 20.0 PSF IT IS THE FULL INTENTION OF THE EN61NEER THAT THESE CA4-CA)LATION5 CONFORM TO THE CALIF- ^ GOSH 2010 EDITION. THESE CALCULATION5 SHALL GOVERN THE STRUCTURAL PORTION OF THE VIORK N& WHERE ANY DISCREPANCIES OCCUR BETNEEN THESE CAL0JLAT10N5 AND TW- Y'!ORKINS, DRAKH& . T$ SHALL BE NOTIFIED IMMEDIATELY 50 PROPER ACTION MAY BE TAKEN. THE STRUCTURAL CAaZ4LATIOWS' CED, ARE FOR THE ANALYSIS AND DE516N OF THE PRIMARY STRUCTURAL SYSTEM. THE ATTACk+$fi OF A� NON-5TRUCTURAL ELEMENTS 15 THE RESPONSIBILITY OF THE ARCHITECT, UNLE55 SPEC.1FiGALLY Sc� OT.-ePUVSE_ THE ENGINEER A55UME5 NO RESPONSIBILITY FOR WORK NOT A PART OF THESE CALCIA.AT10A15 NOR FOR TO ENSURE CONSTRUCTION 15 PERFORMED IN ACCORDANCE WITH THESE 0ALGIJLATION5. 5Ti3JGTURAL 005EFZVA-n0K OR FIELD INVESTIGATION SERVICES ARE RETAINED UNDER A SEPARATE CONTRACT. 1 1 1 *Pi f uyLnf j7taovlw 77725 Enfield Lane, #130 Pal"' Desert, CA 92211 (760) 772-4411 FAX (760) 772-4409 drpfly@aol.co"' PROJECT: 13A515 OF DESIGN BY QPf nATE 111/1, 0 1 LIQ REV"MM 18-216 Logo Drive Lo Quinto R08ERT A. PITCHFORD 11-622 Country Clvb Drive, 54jite O Palm Desert, CA 92211 (760) 346-2856 s 11.130 PPAE—S_ OF_ 3� CODE INTERNATIONAL BUILDING CODE (IBC), 2004 EDITION CALIFORNIA BUILDING CODE (CBC), 2010 EDITION CALIFORNIA RESIDENTIAL CODE (CRC), 2010 EDITION INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS STEEL MANUAL OF STEEL CONSTRUCTION, STRESS DESIGN (AJSC 341-05) THIRTEENTH EDITION, AMERICAN INSTITUTE OF STEEL CONSTRUCTION CONCRETE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (AU), AGI 316 -Ob AMERICAN CONCRETE INSTITUTE WOOD NATIONAL DESIGN OF SPECIFICATIONS FOR WOOD CONSTj;WCTIOW (NDS -05) ANSI/NFoPA, ND5-2005 EDITION, NATIONAL FOREST PRODUCT'S A-155�ATTON MASONRY MASONRY DE516NER`5 6UIDE (MDG -08), FWch Edition, 2004 Based on MS.1G, ACI 530-08, ASCE '1, and CBC 2010 501LS INFO NO SOILS REPORT PROVIDED; USE GBG TABLE 18062 FOR KNP4JM VALUES. OWNER/ CONTRACTOR ACCEP'T5 ALL LIABILITY FOR COMPACTION AND SUB5IDENCE OF UNDERLYING SOILS. 501L CLASSIFICATION = SAND, SILTY SAND MAX. 501L BEARING PRE56URE = 1000 PSF PASSIVE PRESSURE = 150 P5F/FT COEFF. OF FRICTION = 0.25 CONCRETE STRENGTH FOOTINGS: f' c = 2500 PSI 28-Doy 04 r resdive Strength STEEL F y = 40 K51, Grade 40, ASTM A615, #4 BAR5 OR GREATER 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 *Qi f ty&A* &duv'w e"QM DATE _Y) s 11-13.0 77725 Enfield Lane, #130 LINEBER6ER Pain Desert, CA 92211' � —216 L ck�I"N9 P�� (760) 772-4411 FAX (760) 772-4409 Lo Qvinto '� 1 drpfly@aot.cor _ • _ PROJECT: 1-1 W Q N QJ lu Q J Z ztun) p X uj0 na om n� 1-- Q W Q J IA � Q J Ll MR Run kku k IU 1�kkjk RH ----12HU--IR - J I OHM U90 — PH — J P — — — — — J a z Z 0000000000 t_rrrr rrrrr 000000 rrrrrr 000000 rrre_rr HFH $h4pt 22PP690 a Itt �s Hift MAP 8§11§1 Who a a Y -2 ll"i 11" 11 111�� El TABLE 4A (NDS 2005) DESIGN VALUES FOR VISUALLY GRADED DIMENSION LUMBER (211 TO 4" THICK) All OT"WRA. LW�CR OKALL OC DOWLAO f Ill, UNLC" NOTCD OTMC"10C AND INTCIVOR GGM INS OTUD91 DESI&N VALUES IN POUNDS PER SQUARE INCH (sl) USE ITH TABLE 4AADJUS F 3X4 *RADE 02 SIZE Sending Tension Para. Shear Para. Comp. Perp. GOmp. Para. Mod. of SPECIES AND GRADE GLASS. *#LA -1 DE OILL PLAT$0 1T'.T,O.PJ - Fb to &rain Ft to &rain Fv to &rain Fc to brain Fc Elaatlalty E DOU&LAS FIR -LARCH GLOGKINO OTD. opt OMTCR MOM O PT, TO R PT. 2X4 *DC :2 M RCPCR TO ARGNITCGTIMA. 00AMIN00 FOR ADDITIONAL APPERANG AC RCOUIREMCNTO, FROM A PT, TO II PT, Select Structural 2- tO 4- 1500 1000 160 625 11100 l,ao0pO0 No. I and better Thick 1200 600 180 625 15'30 1,800,000 NO.I - 5' and 1000 615 180 625 1500 1,7100,000 No. 2 TO 10'•O' 4100 515 180 625 1350 1,600,000 No.B 525 525 180 625 '1'15 1,400,000 Stud 2- to 4- 100 4'30 180' 625 850 11400,000 Constructlon 7blck 1000 650 160 623 1650 Standard 2- to 4- 515 315 180 625 1400 1,400,000 Utility Hide 215 115 180 625 4100 11300,000 All OT"WRA. LW�CR OKALL OC DOWLAO f Ill, UNLC" NOTCD OTMC"10C AND INTCIVOR GGM INS OTUD91 C40WORM TO TIC ORADIN* RLLCO OF TNC MOTERN MOOD PRODNGT'O AOOOC 1ATION. FROM O PT. TO II ►T.. 3X4 *RADE 02 2x LLMDCR ORADE 01 FROM II PT. TO 12 PT, 1X4 ORADC h 4x GGAMO ANP "TO. ORADC 61 PROM 12 PT, TO 20 PT. 2X0 *RADC 01 Ox C4:AM0. LCO*GRO AND POST* *#LA -1 DE OILL PLAT$0 1T'.T,O.PJ - +2 OR CETTCR W" AT i1' O.G. N.N.O. ON PLANS) TOP 4 DOTTOM PLATO 62 OR GOMM EXTERIOR WARMS OTIM6, GLOGKINO OTD. opt OMTCR MOM O PT, TO R PT. 2X4 *DC :2 M RCPCR TO ARGNITCGTIMA. 00AMIN00 FOR ADDITIONAL APPERANG AC RCOUIREMCNTO, FROM A PT, TO II PT, 2X41 ORADG �2 FROM 11 PT. TO 10 PT, 2X* *MDG 02 INTERIOR mowoaAotmo m4kLL maAmm OGMCOULC. N.N.O. ON FLAW ExTCRIOR AND INTCMOR NON-GCARINO OTVOO LC00 T"m 41•0' 4X4 02 mROM 0 ►T. TO 14 PT, 294 OTLO ORA= TO 01-O' 4X4 02 F" 14 PT. TO 20 PT. 290 OTLO *RADG TO 11-O'4X0 02 TO 101.0' 4x0 02 TO 10'•O' 4X10 -I TO 10'-0. 4X12 91 K ty1.P/ yal.f but trees BY OFT DATE # 77725 Enfield Lane, #130 LINEBER6ER Palm Desert, CA 92211 REWSM � ��� 'f8-216 Logo Drive PAW—� (760) 772-4411 FAX (760) 772-4409 OF__ drpfly@aot.con PROJECT: ROBERT A. PITCHFORD -M-622 country club Drtve, Sutte 0 Palm Desert, CA Q2211 060) 346-2856 WIND DE516N ASCE '7-05, CHAPTER 6 METHOD 2 - ANALYTICAL PROCEDURE Gtz= 0.00256 (Kz) x (Kzt) x (Kd) x (V)2 x I x w o.z= o , c�v25� (o• 85��1,00��0.'85��85�2x (,o x , 3 = 17 4 est - ASCE SECTION VALUE FAOTOR SEC. 6.5.4 V= 85 MPH BASIC WIND SPS SEC. 6.5.4.4 Kd = 0.85 DIRECTIONALITY SEC. 65.5 1 = 1.0 IMPORTANCE FACTOR, CATEGORY II C EXPOSURE CATEGORY SEC. 65.6 - Kz = 0.85 VELOCITY PRE55LRE EXPOSURE CAOIEFTWENT SEC. 65.12 Kzt= 1.00 TOPOGRAPHIC FACTOR 096. 6-4) -SEC. 65.8 6= 026 6UST FACTOR ALTERNATIVE BASIC LOAD COMBINATION FOR ALLOWABLE STRESS D£SI6N PER ASCE 1-05, CHAPTER b WIND LOAD EFFECT PER GBG 2010, SEC. 1605.32 D + L + 04NU (EQ. 16-11) MERE w= 13 WHERF D = DEAD LOAD K -ERE L = LIVE LOAD WHERE W = WIND FORGE Denise PROJECT: LINEBERGER:a;,-�.�;�=` l.' a - ' PAGE r.CA Poeltler, PE CLIENT: fITg4F9RD DESIGNS' ,. DESIGN BY JOB NO.: X11 130 t, p -.,r. DATE: 06101111 REVIEW BY Windy Analysis for LOW�Hse'Buildinq. SasecFon;ASCE-7-05 INPUT DATA Exposure category (B, C or D) C Roof a le 6 = 0.00 Importance factor, pg 77, (0.87, 1.0 or 1.15) I = `1:00 Category II Basic wind speed (IBC Tab 1609.3.1 Vu) V = ' 85 mph Topographic factor (Sec.6.5.7.2, pg 26 a 45) Kn = "; 1 Flat Building height to eave he = -C 8 '- ft Building height to ridge 1} _-10 0.40 ft } Building length L = 19' ft Building width B =19 k:" ,r ft Effective area of components A = 10 ` ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B. face Max total horizontal torsional load Max total upward force 1.90 kips 1.62 kips 4-69 f-Idp6 _ � ttft kine ANALYSIS Velocity Pressure qh = 0.00256 Kh Ka Ka V21 = 13.36 psf X (, 3 = 1-7, P5 f: - where: where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6.3. Case 1 jig 79) = 0.85 Kd = wind directionality factor. (fab. 6-4, for budding, page 80) ra 0�4 h = mean roof height = 9JD0 it <60ft. Design Pressures for MWFRS p = qh [(G Cpf HG Cpj )] where: p = pressure in appropriate zone. (Eq. 6-18, page 28). G Cp r = product of gust effect factor and external pressure coeffk*wiL see tabus below. (Fig. 6-10. page 53 d 54) G Cp; = product of gust effect factor and internal pressrae ooefficlent.(Fig_ 6-5. Enclose0 Briding. page 47) 0.18 or -0.18 a = width of edge strips, Fig 6-10, note 9, page 54, MAX[ MIN (0.1 B. 0.4h). 0.048.31 _ 3..00 t Not Proc.- 1 -in Rx:w I --A a --- Net Pressttrvs Tossioug load Gksas Roof angle 6 = 11.89 Roof a le 6 = 0.00 G Cp r Net Pressure with G Cp r Net Pressure wih Surface (+GCp) (-GCp i) (+GCpj) (-GCp i ) 1 0.46 3.74 8.55 0.40 2.94 7.75 2 -0.69 -11.63 -0.82 -0.69 -11.63 -0.82 3 -0.42 -0.02 -3.21 -0.37 -7.35 -2.54 4 -0.35 -7.14 -2.33 -0.29 -0.28 -1.47 1 E 0.70 6.91 11.72 0.61 5.75 10.56 2E -1.07 -16.70 -11.89 -1.07 -16.70 -11.89 3E -0.60 -10.47 -5.66 -0.53 -9.49 -4.68 4E -0.53 -9.44 -4.63 -0.43 -8.15 -3.34 5 -0.45 -8.42 -3.61 -0.45 -8.42 -3.61 6 1 -0.45 1 -8.42 1 -3.61 1 -0.45 1 -8.42 1 -3.61 Net Pressttrvs Tossioug load Gksas 3E 3 2 _: i 2 .. x i • 4E �i 6 ` �A �i . ��a:` f 1 r�� 1 •I �lc �+ - -y REFERENCE CORNER wu:D bREi00;; ` a •rw :.•a;C::•. I! � .,nC :�E:-r^ _. iK �e wr. Transverse Direction Longitudinal Direction Transverse Direction Longitudinal Direction Basic Load Cases Torsional Load Cases Roo( 6 - 11.89 rust pftm a 'a Sirtat� G I 1T 0.46 0-93 2A4 2T -0.69 -2-91 -1.70 1 3T -0.42 -201 -0.80 4T -0.35 -1.78 -0.58 Rod 0 = 0.00 Net PRasas No Surface G CpI (+GCoi) (43rr) 1T 0.40 0.73 194 2T -0.69 -291 -1.70 3T -0.37 -1.84 -0-63 1 4T -029 -1-57 -0-37 3E 3 2 _: i 2 .. x i • 4E �i 6 ` �A �i . ��a:` f 1 r�� 1 •I �lc �+ - -y REFERENCE CORNER wu:D bREi00;; ` a •rw :.•a;C::•. I! � .,nC :�E:-r^ _. iK �e wr. Transverse Direction Longitudinal Direction Transverse Direction Longitudinal Direction Basic Load Cases Torsional Load Cases 61 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Vr W' W L Wj V ut tm00 77725 Enfield Lane, 8130 Pala Desert, CA 92211 (760) 772-4411 FAX (760> 772-4409 drpfly@aot.con PROJECT: evP2e DA -M G/+' f&VISM LI 18-216L go Drfve La QlJinta ROBERT A. P I TOWORD M-622 country Ohio Drive, Suite O Palm Desert, OA x2211 (160) 346-2856 LATERAL LOAD5 2010 GBG cmd ASCE -T SEISMIC COEFFICIENTS GBG SECTION 1613 ASCE -7-05 Ghcpters II, 12, 13, 14, and 20 EQUIVALENT LATERAL FORGE ASCE -1-05, SECTION 12.6 V= Cs x Wdl SEISMIC, BASE SHEAR (Ea 12.6-1) Gs = Sds = 1, 00 D I MOT LE56 THAN OAU (R/1) x (1.4) (o,15/1,o) l 4 WHERE p = 1.3 REDUNDANCY FACTOR V=pxC's xMI 0,11x ()Jot 0.143 UJoL, ASCE SECTION VALUE FACTOR SEC. 115.1 1 = 1.0 Occupancy Importcme Fcwtor 5EC. 11.6-1 D Seismic Design category TABLE 12.2-1 R = 65 Response Modifka Factor SEC. 11.4.4 Sds = 1.09 Design Spectral Response Ac okwv ion ADDRESS = -75-216 Logo Drive, La ouhta ZIPGODE = 92253 LATITUDE = 33.665952 LONGITUDE _ -116299'734 ALTERNATIVE BASIC LOAD _COMBINATION PER ASCE '1-05, SEG, 12.42 'SEISMIC, LOAD EFFECT E = Eh + Ev, (Ea. 12.4-1) W14ERE Eh = pae YW-ERE EV = 02 yds D = 0 WI -ERE p= 1.3 PER GBG 2010, SEG. 1605A.32 D + L + 5 + E (Ea. 16-20) (1/4) V+ERE D = DEAD LOAD WHERE L = LIVE LOAD YVERE 5 = SC" LOAD Y+ ERE E = EARTHWAfCE FORGE 77, .,..,,...,.,,� �uu►wJw witiViu LauLuuciLVllgl[uUV/tUULUUe In kine 6iep (tjeocoQing) rage 1 of 2 �3 ' Converting Addresses to/from Latitude/Longitude/Altitude in One Step Stephen P. Morse, San Francisco Batch Mode (Forward) Batch Mode (Reverse) . Batch Mode (Altidide) Peg/Min/Sec to Decimal Computing Distances - Frequently Asked Questiions _ _ My Other Webpages -- , from Ilatitude longitude thud decimal 133.685982 7-116.299734 33.6590204037071 deg -min -sec 33° 41' 9.5352" -116° 1T 59.0424" address 78216 Lago latitude city La Quinta 'state longitude CA above values mutt be w decimal 1 zip ' 92253 with mimrs signs for south and rest country United States C"•J Determine Lat/Lon Get Altitudes reset ,D etenmine Address reset 1 ❑ Access geocoder.us / geocoder.ca (takes a relatively long time) from Ilatitude longitude thud decimal 133.685982 7-116.299734 33.6590204037071 deg -min -sec 33° 41' 9.5352" -116° 1T 59.0424" from Ilatitude 7Ejitude, decimal 33.6590204037071 -116.279622072062 deg-min-se]133'39'32.4735-1=-116-16-46.6395:j /8216 LAW La Quinta CA from Ilatitude Ilongitude decimal 33.686159 -116.300561 deg -min -sec 33° 41' 10.1724-]L-1 16- 18' 2.0196" 78216 Lago Dr, La Quinta, CA 92253-2726 terraserver is taking too long to respond Data presented here comes from the following websites: oQ ogle. (all addresses) geocoder.ca. (US and Canadian addresses only) ' geocoder.us. (US addresses only) ,psvisualizer. (for altitudes) httn://www.i ewishLen.ore/databases/stevemorse/icaUlatlonremote.i)hv?cookie=&hidden= 5/31/2011 I Denise Poeltler, PE PROJECT LINEBERGER = pq /C%. CLIENT: PffCHFORD DESIGNS_ DESIGN BY:RP D JOB NO.:11 130.--::.. DATE: t 12TI1 REVIEW SY : INPUT DATA DESIGN SUMMARY SOS = 1AW g, Typical floor height h = g ft Total base shear ft Typical floor weight w, _ 1 k V = -- 0 k (SD) Number of floors n = - i Sec. (+SICE 12.321 - 0.11 W, (AS 0 k (ASD) Importance factor (ASCE 11.5.1) I = (SBC Tab.16U.5) Seismic design = D Building location Zip Code 52251 Lateral fortes ® each 1eyell Latitude: 33.686eB� 1101r,ce Site class (A, B, C, D, E. F) Height D (ff no sod report, use D) Long0ude: -11&2997 CK F, V. 0. W The coefficient (ASCE Tab 12.8-2) C, = 0:02 ft Ss = MGM %g. S. = t5w 9. F. = Loop The coefficient(ASCE Tab. 12.2.1) R = 6.5 k k S, = 60.000 %g Sm, = o goo p F = 15M SOS = 1AW g, Sol = OAW g h„ = 8.0 ft k = 1.00 VgcE ua.3,v913o) x = 0.75 . CA9M Tac 12.8-21 W = 1 k W` _ 18 T. = C, Ch%f _ . 0.10 Sec. (+SICE 12.321 VERTICAL DISTRIBUTION OF LATERAL FORCES Level Level Floor to floor Height Weight Lateral fortes ® each 1eyell Duan 1101r,ce No. Name Height h, w,; w,t1,` CK F, V. 0. W S; 1W F� ft ft k k k ktt k k k 1 Roof 8.0 1 8 1.000 02 02 1 0 8.00 02 Ground 0.0 1 �33 0 pG.fiZ 1 I� .YZ 93 51510f OIX, 9NIISIX3 I I I Li I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I 1 I I I I I I I 1 I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I y I � I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I �I I"-f I I I I I I I I I `1 I I I II II I 1 F. b I I I I I I I N iSL ��,pIII 1-- -- — —1- 0 N 1 o ;�----------------------------- x ` ---------------------------- CDI7 6+ N — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — N— - _a — — — — — — — — — — — — — — — — — — — — — — —. _.— — — I I I t I I I I I I �� 1 1 1 1 1 1IL ------------------3 -------- -3------------ I �\z x i� ��i� --------------------------------- I I I _ I I --------------------------------- ------------------------------------ 1 I I I I I I I I I I I I I I 0 'r VZ e)ISIS I0 BXZIJNI S X3 I---------------------------------------------------------------------- 1� I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I j?i t trP Y P" DATE 1 — -• STRUCTUR-AL-& CIVIL ENGINEERING 77.725 Enfield lane •Unit #130 CKD DATE. - _ C � Palm -Desert; Califomid 922:1 1 - _ (760)772-4411 • FAX(760)772-4409 PREPARED FOR: na Jos 'L! NE,t� a # - ' PG l ?� OF� -- ' No fp x 11I � 2, i5• K, Ie 0.143 = (o PLS , vVIA 157 PVF x L� I 7� Pc.� UUPb C(CaP c 19) +x 2x. X )a1i3= P $. ico 277 - [Am r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BY DRP DATE JOB Iii W Eb f-(mE(L # ILILip 77725 Enfield Lane • Unit 130 Palm Desert, California 92211 CKD DATE PG_ (760) 772-4411 0 FAX (760) 772-4409 drpfly@aol.com �� OF TQP PLRT�5 E77 BJW 2 � � �'��' � s s 2 �/ /X\ s = /� :.. aw j d:: ::::.a::::: a ,WIDTH Y'UDlli d d d TYPE 2 (N HE*HT•To WIDTH'RATio (8) HM6►ir TO:MitiDT}1 RA-nor�aTH TYPE I P'�E TRANS -0-M-7 AROt�lD OFEM 6 SHEAR PANEL WD RATIO $,AR PANCL h WALL PIER dHM6W OR GLL/1fi' HE16HT TO'"TOP`PL11T>E5 d WIDTH O1 tK*L.L P®t Wd RATIO 2,1 r4/1X gGOM60p/1T10N 4 Type- YPeti &0 TYPr 1. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 P" DATE—!4 77725 Enfield Lane 0 Unit 130 CKD _ DATE Palm Desert, California 92211 (760) 772-4411 0 FAX �By �2-4409 NIInI�IlAlllllllf ����Ifln11a1111111111111N ����1111�IIIIIIgII � �u�iiii�eiueu rmi � 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L,&flyal* �Y � STRUCTURAL AND CIVIL ENGINEERING Denise R. Poeltler, Inc. 77.725 Enfield Lane* Unit #130 Palm Desert, CA 92211 (760) 772-4411 • (760) 772-4.409 BY W DATE1I CKD DATE R"' co'Z 8 i JOB # PG OF OVERTURNING AT SHEAR PANELS O FORCE H PL. HT. M resisting S.P. L FHD= (` H)� L HTt 4 HOLDOWN 01 Z 32 i J 3 7 lo�5 r,i0 _ 5 3 2�&qU7; 4 4,v.4 E' II"T4 va{IoW 3GIo4, IVDU -S Va11ow 5.o I I f 1 i r i i O V dia MB AREA F DIA. L V Plf S.P. L F=V plf (L dia - L s.p.) Strap m r- -;- a- - cc C5 �T . CL -J ID Z 0 Z> 1-9/0— 75 ► 4-0 1,5 4 *10 RVO- 1051 7 4 -7)-1 1323 -7 15/2 4-134-3 19 —71 oo� 92,, :Z1 -11.0 4, -.Io wd -79 2 II/s, I cl 150+ '214oZZ4 0 8 ona304 �T 0 =0 P � 0 3 (D P m 3 PG Z z 14 10 n 10 0 0 0 L;,-- 'J, 1 1 1 1 1 1 SHEAR V �3 A35 GUP GONTTH)OJ PANEL SHEAR RAVEL SG DUL 1 1 1 1 1 1 SHEAR V NAILING A35 GUP GONTTH)OJ PANEL WALL 5HEATHIN& allow EDGE (A) OR LTP4 FOOTINS FIELD ($) SPAGIN6 ANCHOR BOLTS 15/32" APA -RATED 5TRUGT. I (A) IOd AT b' OiG. ' dkL AT Ib' O.G. I PLYWOOD, OOD, EXPOSURE I OR 340 PLF 0) I Od AT I b' O.G. 2X P.T. SILL PLATE EXTERIOR GRD. P.I. = 32/16 12' O.G. 3X3XV4' STL. AASHM 15/32" APA -RATED 511RUCT. I PLYWOOD, EXP05LRE I OR EXTERIOR 6RD. P.I. = 32/16 (N IOd AT 4' O,G. 5/8' db. AT I2' O.C. 2 3X FRAMING AT PANEL 510 PLF (5) IOd AT �� O� 3X P.T. 5" PLATE 12' OL. 3X3XV4' STL_ WAuieR EDE� 15/32" APA -RATED 5TRUGT. I PLYWOOD, EXPOSL RE I OR EXTERIOR 6RD. P.I. = 32/16 (A) 10d AT 3. 0.0. 5/8' db_ AT 8' O.C. 3 3X FRAMING AT PANEL 665 PLF (B) IOd AT 8' O G- 3X P.T. SILL PLATE 12' O.C. 3X3XI/4' STL_ AASHM NOTE: SHEAR PANELS 452 AND *3 TO HAVE 3X SILL PLATE AND 3X 5MV5 AT PANM- JOINTS OTE: USE HOT -DIPPED ZING -COATED GALVANIZED HARDWARE AT EIZ/ATTV!E-TEAT® SILL PLAT NOTE• COMMON NAILS ARE REQUIRED FOR 5HEAR PANELS AND DIAPFIRA6M NAILING SHEAR PANELS: IOd COMMONS (0.148' X 3' MINS ROOF DIAPHRAGM NAILIN6: IOd COMMONS (0.148' X 3' MIND *� TABLE 2306.3 o ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURALPANEL SHEAR WALLS: WITH; . ; e- FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE' FOR WIND OR SEISMIC LOADING"'I� " For SI: I inch = 25.4 mm, 1 -pound per foot = 14.5939 N/m. a. For framing of otter species: (1) Find specific gravity for spocics of lumber in AF&PA NDS. (2) For staples find shear value from table above for Structural I panels (regardless of actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all otter spocies. (3),For nails find shear value from table above for nail size for actual grade and multiply value by the following adjustment factor: Specific Gravity Adjustment Factor m (1-(0.5 - SO)), where SG m Specific Gravity of the'framing )umber. Thi's adjustment factor shall not be greater than 1. h Panel edges bac lood with 2 -inch nominal or wider framing.; tiiMWI panels chlor horizontally or vertically. Space fasteners maximum 6 inches on center along intermediate framing members for "/,-inch and'/16 inch panels installed on studs spaced 74 inches on center. For odter.00nditions and panel thickness, space fasteners maximum 12 methal on center an Intermediate supports. c. '/,-inch panel thickness or siding with o span rating of 16 inches on center is the minimum recommended where applied directly to framing as exterior siding. For grooved panel siding, the nominal panel thickness is the thicknom of the panel measured at the point of nailing. d. Allowable shear values are permitted to be incmased to values shown for "/,,-inch sheathing with some nailing provided (a) studs aro spaced a maximum of 16 inches on center, or (b) panels are applied with long dimension across studs. 1 C. Praming at adjoining panel edges shall be 3 Inches nominal or wider, and nails at all panel edges shall be staggered whom panel edge nailing is specified at 2 inches on center or less. f. Framing at adjoining panel odgen shall be 3 Inches nominal or wider, and nails at all parcel edges shall be staggered where both of the following conditions aro met: ( I )10d (3' x 0.148) nails having penetration into framing of more than I'/, inches and (2) pane) edges nailing Is specified at 3 Indus on center or less. g, values npply to all•vencer plywood.11hickness at point of fuuaning on pawl odgw govems alcor values. it. Where panels aro applied on both faces of a wall and nail spacing Is loss d=6 Inches o.c. on either side, panel Joints shall ho offlwt to fall ort dHTerem framing members. Or framing shall be 3 -inch nominal or thicker w adjoining panel edges and nails at all panel MM shall be aaggorod, 1. In Seismic Design Category 1),11 or It, wlwro alwar design values exceed 350 pounds per linear font, all imming numbers rocelving edge nailing from abutting panels shall not be leas than a single 3 -inch nominal member, or two ?.Inch nominal mambos fastened togelher In wootdanco with Section 2306.1 to transfer the design shear value between framing members. Wood structural panel Joint and sill plate nailing shall be staggered at all panel edges. See Sections, 4.3.6.1 and 4.3.6.4.3 of AV PA SDPWS fur Mill plate Mesh and anaborsgo requivemonts. J. Galvanized nulls shall ha lot dipped or tumbled. It. Staples ahold have a minhnum crown width of 1/10 Inch mid Khali be Installed wish their crewwnA parallel to the Ion$ dinwnalon of the Raining members, 1. Ion shear loads of norhal of loormanant load duration as delleed by ilia AP&PA NDS, low valuat In Ile table ahovo shall be mullipliod by 0.63 or 0.56, respectively. ml. /ASA/SS, ASAINS-LY: and OWPI) /, 24 4/ Refer to Saetl(m 2303.1.3, which mquires any LwxW structurallxmel s)wathing usodjdrdiosrrrgma andshear walls that are part of the sel rmlcEorce-resisting sysitm ro led applied dimetly t0 framinll mmoibers, PANELS APPLIED DIRECT TO FRAMING PANELS APPLIED OVER' ;' OR';'GYPS$jo SHEATHING', : NAIL (common or galvanized box) Fastener spacing at panel edges (inches) .. NAIL (common or galvanized box) .. Fastener spacing at panel.edges (inches) MINIMUM NOMINAL PANEL MINIM4114 FASTENER PENETRATION IN PANEL GRADE THICKNESS (Inch) FRAMING (Inches) or staple size' 6 4 3 e orsteple sw_- 8 4 3 2' I /, 8d (2'/2' x 0.131" common 460 6104 10d (3" x 0.148" common 280 430 551Y 730 3/ 2'/2' x 0.113" galvanized box) 3' x 0.128" galvanized box) 1 11/ 16 Gage 155 235 315 400 2 16 Gage 155 235 310 400 a 5 1 /a 8d (2'/2- x 0.131' common, 255d.395° 505a 670" lidm (3" x 0.148" eolilon,) 280 430 SSOr 730 /16 2112' x 0.113" galvanized box)_ 3' x 0.128" galvanized box 1 11/ 16 Gage 170 260 345 440 2 16 Gage 155 235 310 400 Struc ml 1 shea5 I /e 8d (21/2' x 0.131" common. 280 430 550 730 10d (3' x 0.148" common, 290 430 551Y 730 21/2- x 0.113" galvanized box) 3' x 0.1218" galvanized box) 1 11/ 16 Gage 185 280 375 475 2 16 Gage 155 235 300 400 15/32 1 1/2 10d (3'x 0.148' common. 510 665 r 870 10d (3' x 0.148" common, - 3" x 0.128' galvanized box) 3' x 0.128' galvanized box) 11/ 6d (4' x 0.113" common, 2' x 0.099" galvanized box) 180 270 350 450 �i21/i x 0.131" common, 21/2"2'/,- / x 0.113" galvanized box) 180 270 350 450 s/ or 1/ , 1 "/2 16 Gage 145 220 295 375 2 16 Gage 110 165 220. 285 Sheathing, plywood siding' 16� � accept Group 5 Spocica s/ ° 11/ 6d (2" x 0.099") 140 210 275 360 8d (2'/2- x 0.113 140 210 275 360 3/ ° 15/ 8d (21/ ' x 0.113') 160 240 310 410 10d (3" x 0.128") 160 1 240 31( 410 For SI: I inch = 25.4 mm, 1 -pound per foot = 14.5939 N/m. a. For framing of otter species: (1) Find specific gravity for spocics of lumber in AF&PA NDS. (2) For staples find shear value from table above for Structural I panels (regardless of actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all otter spocies. (3),For nails find shear value from table above for nail size for actual grade and multiply value by the following adjustment factor: Specific Gravity Adjustment Factor m (1-(0.5 - SO)), where SG m Specific Gravity of the'framing )umber. Thi's adjustment factor shall not be greater than 1. h Panel edges bac lood with 2 -inch nominal or wider framing.; tiiMWI panels chlor horizontally or vertically. Space fasteners maximum 6 inches on center along intermediate framing members for "/,-inch and'/16 inch panels installed on studs spaced 74 inches on center. For odter.00nditions and panel thickness, space fasteners maximum 12 methal on center an Intermediate supports. c. '/,-inch panel thickness or siding with o span rating of 16 inches on center is the minimum recommended where applied directly to framing as exterior siding. For grooved panel siding, the nominal panel thickness is the thicknom of the panel measured at the point of nailing. d. Allowable shear values are permitted to be incmased to values shown for "/,,-inch sheathing with some nailing provided (a) studs aro spaced a maximum of 16 inches on center, or (b) panels are applied with long dimension across studs. 1 C. Praming at adjoining panel edges shall be 3 Inches nominal or wider, and nails at all panel edges shall be staggered whom panel edge nailing is specified at 2 inches on center or less. f. Framing at adjoining panel odgen shall be 3 Inches nominal or wider, and nails at all parcel edges shall be staggered where both of the following conditions aro met: ( I )10d (3' x 0.148) nails having penetration into framing of more than I'/, inches and (2) pane) edges nailing Is specified at 3 Indus on center or less. g, values npply to all•vencer plywood.11hickness at point of fuuaning on pawl odgw govems alcor values. it. Where panels aro applied on both faces of a wall and nail spacing Is loss d=6 Inches o.c. on either side, panel Joints shall ho offlwt to fall ort dHTerem framing members. Or framing shall be 3 -inch nominal or thicker w adjoining panel edges and nails at all panel MM shall be aaggorod, 1. In Seismic Design Category 1),11 or It, wlwro alwar design values exceed 350 pounds per linear font, all imming numbers rocelving edge nailing from abutting panels shall not be leas than a single 3 -inch nominal member, or two ?.Inch nominal mambos fastened togelher In wootdanco with Section 2306.1 to transfer the design shear value between framing members. Wood structural panel Joint and sill plate nailing shall be staggered at all panel edges. See Sections, 4.3.6.1 and 4.3.6.4.3 of AV PA SDPWS fur Mill plate Mesh and anaborsgo requivemonts. J. Galvanized nulls shall ha lot dipped or tumbled. It. Staples ahold have a minhnum crown width of 1/10 Inch mid Khali be Installed wish their crewwnA parallel to the Ion$ dinwnalon of the Raining members, 1. Ion shear loads of norhal of loormanant load duration as delleed by ilia AP&PA NDS, low valuat In Ile table ahovo shall be mullipliod by 0.63 or 0.56, respectively. ml. /ASA/SS, ASAINS-LY: and OWPI) /, 24 4/ Refer to Saetl(m 2303.1.3, which mquires any LwxW structurallxmel s)wathing usodjdrdiosrrrgma andshear walls that are part of the sel rmlcEorce-resisting sysitm ro led applied dimetly t0 framinll mmoibers, ALLOWABLE SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR -LARCH, OR SOUTHERN PINE' FOR WIND OR SEISMIC LOADING` _ 0 n D r- M Z D to C r= .O z Q n O v M P, emothoued 40 40 MINIMUM BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS NOMINAL WIDTH OF FRAMING MEMBERS AT Fastener spacing (inches) at diaphragm boundaries.(all cases) at continuous panel edges parallel to load Cases 3, 4 ,. and at all net ed ° s Cases 5, 6 . Fastener; s paced 6" max. at supported edgesb 6 4 214C 2` w MINIMUM MINIMUM ADJOINING PANEL GRADE COMMON NAIL SIZE OR STAPLE' LENGTH AND GAGE FASTENER PENETRATION IN FRAMING inches NOMINAL PANEL THICKNESS inch PANEL EDGES AND BOUNDARIES9 inches Case 1 (No unblocked edges or continuous joints paraflel to load All other configurations Cases 2, 3 4, 5 and 6 Fastener spacing (inches) at Cases 1, 23and 4 otheDr panel edges , 6 6 4 3 8d (2'/2" X 0.131 ") 13/8 3/ s — 2 270. .- 360 530 600 240 180 3 300 400 600 — 675 265 200 11/2 16 Gage ) 2 175 235 _ 350 400 155 115 Structural) _ 3 200 265 395 450 175 130 grades lOd° (3" x 0.148") 1'/2 13/32 2 - .320 425 640 730 285 215 3 360 480 720 820 320 240 "/2 16 Gage 1 __ 2 175 235 350 400 155 120 _ 3 200 265 395 450 175 130 6d° (2" x 0.113 1'/° 2 185 250 375 _ 420 165 125: 3 210 280 420 475 185 140 . 2 240 320 480 545 215 160 8d (21/2" x 0.131 ") _ 13/8 3/ x 3 270 360 540 610 240 180 2 160 210 315 360 140 105 3 180 235 355 400 160 120 Skjahing, singlc Ilan• and other 1{171tics CC)Vcml Ill Iw- , PS I all) I'S 2 8d (2'/,"x 0.131 ") ___ _ ' +.c 1 /, I6 (;fiytc _ &1 (21/," x 0.1;11) MT 13/N _ �' I I'/h _� 1 2 _ 255 340 505 575 230 170 3 285 380 570 (A5 255 190 __ 2 3 165 225 335 —- 380 150 110 190 , 250 � 375 _ _ 425 165 125 2 270 360 530 � 600 � 240 180 3 3(x) 400 600 675 265 200 i'/, 2 ---- ----1-22---- 385 575 655 255 190 I(kl° (3" x 0.148') �3/,1 :3 _ 325_ 430 650735 290 215 2 r 3 160 7.10 :)IS � 360 140 105 1'/, 1(�l'in8c I 190 _ 235 355405 160 120 ._ -.. ,_ _. la 42.5_ f40 � 730 285 215 I(kIll (3' x. 0.148") I'/, I(�iia8r, i'/, 1 a� 360 480 720 820 320 240 __17i 235 _ _ :150 _ 400 155 115 � I . _ _. 2(X) _.. ,265 � 395 _ 450 _ 175 130 emothoued 40 40 Anchor Caiculations ' Anchor Selector (Version 4.5.1.0) Job Name: Lineberger -HDU -5 Calculation Summa - ACI 318 A endix D For Cracked Concrete Der C1318-08 Anchor Anchor Steel 1# of Anchors Embedment Depth (in) Category 3/4" SET -XP A307 GR. C 11 113 1 Concrete Cracked fc(psi) 4'c.v Normal weight IYes 12500.0 11.00 No Yes INo U PL r -T 00 HOO - 5 e'Nx(in) e'Ny(in) hidmess Suppl. Edge Reinforcement iW4 8 No spection Temp. Range 500.00 eriodic 1 i-actorea Loaas Nua (lb) Vuax (lb) Vuay (lb) Mu, (lb -ft) I Mur (lb -ft) 4775 1500 10 0 ex (in) od/high smic WHY: Anchor w/ sustained Anchor only res is wind/seis tension loads Apply entire shear front raw 0 s No Yes INo U PL r -T 00 HOO - 5 mamaual lkgSpor Tension Loads N uat (lb) 4775.00 �- M" U PL r -T 00 HOO - 5 e'Nx(in) e'Ny(in) . 0.00 0.00 Individual Anchor Shear Loads V ua1 (lb) 500.00 evx(in) e'vy(in) 0.00 10.00 Tension Strengths feel ((D = 0.75 ) Nsa(Ib) mNsa(lb) Nua(lb) Nua /mNsa _ 19370 114527.50 14775.00 10.3287 oncrete Breakout has not been evaluated per user option. Adhesive (m = 0.55 , (Pseis = 0.75 ) Na(Ib) (DNa(Ib) Nua(lb) Nua /mNa 23573.78 19724.18 4775.00 10.4910 kbout:blank Daterrom : 7/82011 12:06:33 PM RPO -5 Ai L- iNtk,400 7/8/2011 Side -Face 13110 Wiwi: does not apply Shear Strengths OSteel (4) = 0.65 , av seis = 0.71 ) Veq(Ib) (DVeQ(lb) VUe(Ib) V Ua /)Veq 8253.75 15364.94 500.00 10.0932 Concrete Breakout has not been evaluated per user option. Pryout (m = 0.70 , (Dseis = 0.75 ) Vcp(Ib) OV�P(lb) VUe%(Ib) Vuax /OVCP 24522.46 112874.29 1500 10.0388 �mVcp(lb) VUR (Ib) VUay /,DVcp 0 0.0000 Note: Ratios have been divided by 0.5 factor for brittle failwe -- � E.Max(0.09) - 0.2 and T.Max(0.98) — 1.0 [Sec D.7.1] Interacti edc: PASS 'U /4" diameter A307 GR. C SET -XP anchorjs) with 13 In. embed nt 1 1 1 ' Loutblank Ua /mVCP 7/8/2011 1. �: `."I - Job Name: Lineberger-HTT4 Anchor Calculations Anchor Selector (Version 4.5.1.0) Anchor I Steel # of Anchors lEmbedment epth (in) Category 3/4'1 SET -XP IA307 GR. C 11 113 1 Concrete Cracked fc(psi) `Yc,v Normal weight Yes 12500.0 11.00 0 Yes Condition Thickness m Suppl. Edge Reinforcement B tension and shear 18 No Hole Condition '� Inspection Temp. Range Dry Concrete Periodic 1 Factored Loads Nua (lb) Vuax (lb)Vuay (lb) Mux (lb -ft) MUY (lb -ft) 2653 1, 00 10 .0 10. . �] ex (in) a n) Mod/high seismic Anchor w/ sustained tension Anchb'f of t sists wind/seis loads Apply entire shear front row 0 Yes No Yes No Indlvidu Anchor sion Loads N ua1 (lb) 237 �— t���' De,56wj UPLIFT e,Nx(in) e,Ny(in) 0.00 10.00 Individual Anchor Shear Loads V ua1 (lb) 500.00 elvx(in) elvy(in) 0.00 1000 Tension Strengths feel ((D = 0.75 ) Isa(lb) �Nsa(Ib) Nua(Ib) N ua /�Nsa 9370 114527.50 12653.00 10.1826 oncrete Breakout has not been evaluated per user option. . Adhesive (m = 0.55 , (Dseis = 0.75 ) Na(lb) mNdb) Nua(Ib) 15790.40 Nua /ONS 14037.33 12653.00 0.4582 ' L....a.Ll...,.1. w TL PIS,*'A ��33 1 of Date/Time : 7/8/2011 12:16:22 PM F 213730- s►M n600 Htr+ 3/�U � ror307 , d�l>l. • T M I I I I i '7/QMn1 1 1 ' L....a.Ll...,.1. w TL PIS,*'A ��33 1 of Date/Time : 7/8/2011 12:16:22 PM F 213730- s►M n600 Htr+ 3/�U � ror307 , d�l>l. • T M I I I I i '7/QMn1 1 1 - 1 Loutblank 7/8/2011 --:Jr e zTor �ide-Face Blowout does not apply Shear Strengths feel (m = 0.65 = 0.71) P'G'�© , ay.seis eq(lb) (DVeci(lb) VU8(Ib) V ue /ktiVe4 1500.00 8253.75 15364.94 0.0932 one rete Breakout has not been evaluated per user option. ryout ((D = 0.70 , (Dseis = 0.75 ) CP(lb) (DVcp(lb) VUBX(Ib) Vu. /mV, It 6390.88 18605.21 1500 10.0581 V�(lb) aVrP(Ib) Veay(lb) Vel /mV� Vea /mV- grn 0 10.00oo 10.0581 Note: Ratios have been divided by 0.5 factor for brittle failure. n check .Max(0.12) — 0.2 and T.Max(0.92) — 1.0 [Sec D.7.1] nteraction check: PASS se 3/4. diameter A307 GR C SET-XP anchor(s) with 13 in. embedment 1 - 1 Loutblank 7/8/2011 .1 Job Name: Lineberger -AB —Calculation Summary . A Anchor I Steel 1# of Anchors 15/8" SET -XP IA307 GR. C I 1 Anchor -Calculations Anchor Selector (Version 4.5.1.0) Depth (n) Category 1 Concrete Cracked P�(Psi) GV ormal weight Yes 2500.0 1.00 INo Yes No ondition Thickness (in) Suppl. Edge Reinforoemerrt A tension, B shear 18 No ole Condition nspection Temp. Range ry Concrete Periodic 1 Factored Loads ua (Ib) Vuax (lb) Vuay (lb) Mux (lb -ft) My, (tb`ft) 0 0 x in) ley/TM?d/high' (iA Iseismic Anchor w/ sustained AAnchoronly lists wind/seis Itension loads Appy entire shear front row 'Nx(in) e'NY(in) Yes INo Yes No IndlvldlrbLAnS wT Tension Loads IN uat (lb) , 0.00 'Nx(in) e'NY(in) It.00 10.00 Individual Anchor Shear Loads ua1 (lb) 500.00 <_ Mg>< , P E)S l &N S P 'E%Dlv_ VX(in) e'vy(in) I Op it -00 0.00 Tension Strengths Steel (0 = 0.75 ) sa(Ib) kDNsa(lb) Nua(Ib) N ua PD sa 3110 9832.50 0.00 0.0000 oncrete Breakout (4) = 0.75 , 4)seis = 0.75 ) JN"cb(lb) 'DNcb(lb) Nua(Ib) Nua /mNcb 512.48 12538.27 10.00 10.0000 dhesive (m = 0.55', (D= 0.75 ) J,,db)ONa(Ib) Nua(Ib) Na /mNa 47.08 11380.67 10.00 10.0000 Lout:blank - 0. e1of2 Daterrmre : 7/88011 12:12:07 PM 5/1514 A -W7 �cE,L-T►�'ReO�O Of i 1 �l4 7/8/2011 . �ide-Face Blowout does not apply _ Shear Strengths if feel ((6 = 0.65 , av sets = 0.71 ) eq(Ib) IOVeQ(lb) Vua(Ib) V ua /kDVeq 5584.15 13629.70 1500.00 10.1378 oncrete Breakout (case 1) ((D = 0.70 , 4Dseis = 0.75 ) Vcbx(Ib) kDVeyx(Ib) Vuax(Ib)Vuax /mVcbx h 0460.42 5491.72 1500.00 10.0910 cby(Ib) I mVcyy(lb) I Vuay(Ib) I Vuay /kDVcby I Vua M Cb B55.4012549.08 10.00 10.0000 10.0910 Ponc rete Breakout (case 2) does not apply to single anchor layout Concrete Breakout (case 3) (m = 0.70 , Oseis = 0.75 ) 1 edge cby(lb) 'DVcby(lb) Vuay(Ib) Vuay /kDVcby 1941.84 1019.47 10.00 10.0000 1 edge VebX(Ib) k6Vcbx(Ib) Vuax(Ib) Vuax /mVcbx 3317.67 6991.77 500.00 0.0715 Wx2 edge V,;by(Ib) OVcby(lb) Vuay(lb) Vuay /mVcby 3245.38 12203.82 0.00 0.0000 edge 16V cb,(Ib) mVcbx(Ib) Vuax(Ib) Vuax /mVcbx I VU. /mVcb 3317.67 6991.77 500.00 10.0715 0.0715 Pryout (kD = 0.70 , (Dseis = 0.75 ) ,P(lb) (DVCP(lb) I Vuax(Ib) V./mVcp 6694.15 13514.43 1500 10.1423 1kVCPmVcp(lb) Vuay(lb) Vuay /mV -P Vua /mV. 4.15 13514.43 0.0099 10.1423 Ratios have been divided by 0.5 factor for brittle failure. mr.Max(0) - 0.2 and V.Max(0.28) - 1.0 [Sec D.7.2] Interaction check: PASS �so 518" diameter A307 GR. C SET -XP anchors) with 5 in. embedment L r, Loutblank r e- or --/-M 7/8/2011 ------------------------------------ 4----------------------------------- t� --------------------------------- 1 ---------------------------- --------------------------------- -- - - - - - - - - - - - - - - - - -- - - - - - a - --------------------------�� --- all ------------------=---___-- ---�- zr.-�-� �.- I I I I I I I I I 1 I I I I I I I - I I I EXIST1NGi I I I I 2X8 40IST5i @ 24j, O.C.I I I I I I I I I I I I I I I I I ti I I I I I I I I I ILA I I I I I I I I I St I I ,X\ .X\ I I ,X\ \1 �_J I I I I L I I I L_ -A I I I I I I I I I I I I I I I I I 9+ 9A Ln m � w wno �'+� --mow T 'ice ��-_�°-,--�---- ---v4' I ■ ■ ' N ' i----',, F I I I I I I w I I I I I I I I I I I I I I I I I I I I •� I I I I I I I I I I I I VC I I I I I I I y l � I I I I +¢ I 1 I I p I � I I I I I I I I `sT I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I 1 i N I I I I 1 I I I I I I I I I I I I I I I I I 1 I I I I I I I 1 I I I I I I I I 1 I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I II I I I I I I I I I I 1 I i I I I !1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I T ALJ 10 JOISTS @ 24. O.C. 1 I A I � nn Ln I s? L^ I I I I � I I 1 I 1 I 1 I I I I I I . I I I I 1 1 I I I I I 1 1 1 n 11 1 11 1 11 1 ProjecV'L?NEBERGER Location: R - 1 NEW ROOF RAFTERS Roof Rafter [2010 California Building Code(2005 NDS)] 1.5 IN x 9.25 IN x 9.5 FT @24 O.C. #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 149.8% Controlling Factor. Moment DEFLECTIONS ggnLer Live Load 0.04 IN L/2615 Rod Live Load: Dead Load 0.03 in 20 psi Total Load 0.08 IN 01453 OL = Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: LJ240 Non -Snow Rod Loaded Area RLA = 14-3 RAFTER REACTIONS Slope Adjustied Spans And Loads LOADS REACTIONS Upper Live Load @ A 95 plf 190 lb Upper Dead Load @ A 76 plf 152 lb Upper Total Load @ A 171 ptf 342 lb, Lower Live Load @ B 95 ptf 190 Ib Lower Dead Load @ B 76 pif 152 Ib Lower Total Load @ B 171 ptf 342 Ib Rafter Total Load wTad] = 72 RAFTER SUPPORT DATA A B Bearing Length 0.36 in 0.36 in RAFTER DATA Interior Span Length 9.5 ft Rafter Pitch 0.25 :12 Roof sheathing applied to top of joists -top of rafters fully braced. Roof Duration Factor 0.90 Peak Notch Depth 0.00 Base Notch Depth 0.00 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values AMusted Bending Stress: Fb = 1000 psi Fb' = 1139 psi Cd=0.90 CF=1.10 Cr -1.15 Shear Stress: Fv = 180 psi Fv' = 162 psi Cd=0.90 Modulus of Elasticity: E = 1700 ksi E'= 1700 ksi Min. Mod. of Elasticity: E_min = 620 ksi E_min' = 620 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 812 ft -Ib 4.749 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 287 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 8.56 in3 21.39 in3 Area (Shear): 2.66 in2 13.88 int Moment of Inertia (deflection): 16.34 in4 98.93 in4 Moment: 812 ft4b 2029 ft4b Shear: 287 lb 1499 lb n ge Denise Poeltler, PEThe Z7 Budress T7725�E.nfield lane. #130 �3 Palm Desert, CA 92211 StruCak: Version 8.0.106.0 6/2/2011 10:59:19 AM R. l 2 x t 0 's cv, ' 24 40 • C - 134L Unifam Roof Loading Rod Live Load: LL = 20 psi Rod Dead Load: OL = 16 pat Non -Snow Rod Loaded Area RLA = 14-3 st Slope Adjustied Spans And Loads Interior Span: L-ac4 = 9-5 ft Eave Span: L£� = 0 ft Rafter Live Load wLadj = 40 pi Eave Live Load wLfave•adj = 40 pill Rafter Dead Load wD.adj = 32 pit Rafter Total Load wTad] = 72 pill Eave Total Load wT-1Evj&a4 = 72 pft 2. 2 1 1 i] IF_ L� 1 LI Id -, 1 Project' LI(NEBERGER' Location: B - 1 BEAM (PARALLAM) Roof Beam [2010 California Building Code(2005 NDS)] 7.0 INx11.875INx19.OFT 2 OE Parallam - iLevel Trus Joist 1 Denise Poetfler, PE Pi l , The Flying Buttress 77725 Enfield Lane, #130 Patm Desert, CA W211 Section Adequate By: 72.0% S"Calc Ve )LOADING Controlling Factor. Deflection Side One: Roof Live Load' MATERIAL PROPERTIES DEFLECTIONS Center Live Load 0.29 IN U800 976.83 in4 Dead Load 0.27 in Rod Dead Load: Total Load 0.55 IN U413 Base Values Live Load Deflection Criteria: 0360 Total Load Defection Criteria: L/240 Tributary WINE REACTIONS A_ B Live Load 1805 Ib 1805 Ib 2900 psi Dead Load 1691 Ib 1691 Ib Side Two: Total Load 3496 Ib 3496 Ib f Bearing Length 0.67 in 0.67 in T_ Roof Live Load: BEAM DATA KA_ Span Length 19 ft Unbraced Length -Top 0 ft 3 44 C/ Unbraced Length -Bottom 0 ft Cd=1.00 Roof Pitch 0.2512 l3 WI 106.0 6/2P2011 12.2728 PIN 7`x 117/84 2.0E P Roof Duration Factor 1 164.52 in3 Area (Shear): Side One: Roof Live Load' MATERIAL PROPERTIES 2.0E Parallam - iLevel Trus Joist 976.83 in4 Moment: Rod Dead Load: 39805 ft4b Base Values Adiusted Tributary WINE Bending Stress: Fb = 2900 psi Fb' = 2903 psi Side Two: Cd=1-00 CF=1.00 Roof Live Load: Shear Stress: Fv = 290 psi Fv = 290 psi Roof Dead Loa Cd=1.00 Tributary Modulus of Elasticity: E = 2000 ksi E'= 2000 ksi Wall Load: Comp. -L to Grain: Fc -1= 750 psi Fc -1' = 750 psi Nott�ow Root Loaded �� Controlling Moment: 16606 ft4b 9.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -3146 Ib At a distance d from support. Created by combining all dead and live bads. Comparisons with required sections: Read Section Modulus: 68.64 in3 164.52 in3 Area (Shear): 16.27 in2 83.13 int Moment of Inertia (deflection): 567.85 in4 976.83 in4 Moment: 16606 ft -Ib 39805 ft4b Shear: -3146 lb 16071 Ib LL = 20 pat DL = 16 psi TW = 9.5 tit LL = 2D psi DL = 0 pat TW = 0 4 WALL = 0 poi RLA = 180.5 off Adjusted Beam Length: L.adj = 19 R Beam Self Weight BSW =. 25 pr Beam Undwm Live Loan: wL = 190 pff Beam tJniilan. Dead Load: wO ae; = 178 pr Total Unftm Load- WT = 368 pill ' Projecf`L`YNEBERGER 1 1 1 Y Denise PoeQler, PE 2 Location: B - 2 4X LEDGER - 1 The Flying Buttress y Roof Beam 77725 Enfield Lame #130 / d [2010 California Building Code(2005 NDS)] palm Desert_ CA 922211 3.5 IN x 9.25 IN x 8.5 FT #1- Douglas -Fir -Larch - Dry Use Section Adequate By: 179.4% Controlling Factor. Moment DEFLECTIONS Center Live Load 0.03 IN U3588 Dead Load ' 0.02 in Total Load 0.05 IN U1915 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: LJ240 REACTIONS A_ B Live Load 404 Ib 404 Ib Dead Load 353 Ib 353 Ib Total Load 757 Ib 757 Ib Bearing Length 0.35 in 0.35 in BEAM DATA Span Length 8.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 0.2512 Roof Duration Factor 0.9 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Side One_ Base Values AMusWd Bending Stress: Fb = 1000 psi Fb' = 1080 psi 20 Cd --0.90 CF=1.20 Roof Dead Load Shear Stress: Fv = 180 .psi Fv' = 162 psi Trtbutary VVWL Cd --0.90 4.8 Modulus of Elasticity: E = 1700 ksi E' = 1700 ksi Min. Mod. of Elasticity: E_min = 620 ksi E_min' = 620 ksi Comp. 1 to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 1608 ft4b 0 4.25 ft from left support Triltiutary VVidllr TW = Created by combining all dead and live loads. Wall Load Controlling Shear. -620 Ib pg At a distance d from support. RLA = 0 Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 17.87 in3 49.91 in3 Area (Shear): 5.74 in2 32.38 int Moment of Inertia (deflection): 28.94 in4 230.84 in4 Moment: 1608 ftab 4492 ftab Shear: -620 lb 3497 lb Side One_ LENGTHS ladj = AND WS LOADS ft Roof Live Load LL = 20 psi Roof Dead Load OL = 16 pst Trtbutary VVWL TW = 4.8 4 Side Two: WT = 178 pill Roof Live Load: LL = 20 pat Roof Dead Load OL = 0 oat Triltiutary VVidllr TW = 0 ft Wall Load WALL = 0 pg Non -Snow Roof Loaded Areas RLA = 0 pf SLCWTJPffCH ADJUS7W A*tsted Beam Length LENGTHS ladj = AND WS LOADS ft Beam Self We4ft 63w = 7 pill Beare Undorm Live Load wL = 95 pit Beam t� Dead Load wD adj = 83 pf Total Uniform Load WT = 178 pill ' Project UNEBERGER 1 Denise Poeftler, PE Location: B - 3 2X10 LEDGER1 The F Btdtress 3-3 ' Roof Beam 77775 Enfeld Lane. #130 d [2010 California Building Code(2005 NDS)] palm Desert, CA 92211 1.5 INx9.25INx2.OFT #1 - Douglas-Fir-LarchoRe1928.1% - Dry Use Section Adequate By: StruCalc Version 8.0.106.0 602011110-59-20 AM Controlling Factor. Moment DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: V240 REACTIONS A_ B Live Load 95 Ib 95 Ib Dead Load 79 Ib 79 lb Total Load 174 Ib 174 lb Bearing Length 0.19 in 0.19 in BEAM DATA Span Length 2 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 0.2512 Roof Duration Factor 0.9 #1 - Douglas -Fir -Larch 6-5 2x10 Lt-,DfiW, WITH 1�� 4- Na4 S1Ny-eO6 at' *Wa-G- 17+ ROOF LOADING Side One: Base Values idles Bending Stress: Fb = 1000 psi FIY = 990 psi 20 Cd -0.90 CF=1.10 Roof Dead Load_ Shear Stress: Fv = 180 psi Fv' = 162 psi Tnl utary Wkitla: Cd -0.90 4.8 Modulus of Elasticity: E = 1700 ksi E' = 1700 ksi Min. Mod. of Elasticity: E_min = 620 ksi E_min' = 620 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 87 ft -lb 0 1.0 ft from left support Tributary VYWL TW = Created by combining all dead and live loads. tt Controlling Shear. -42 lb 0 At a distance d from support. NonSnvw Rod loaded Area RU = Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 1.05 in3 21.39 in3 Area (Shear): 0.39 int 13.88 int Moment of Inertia (deflection): 0.37 in4 98.93 in4 .Moment: 87 ft -lb 1765 ft -lb Shear: -42 lb 1499 lb 6-5 2x10 Lt-,DfiW, WITH 1�� 4- Na4 S1Ny-eO6 at' *Wa-G- 17+ ROOF LOADING Side One: LENGTHS Lao = AND 2 LOADS R Rod Live Load: LL = 20 pad Roof Dead Load_ BL = 16 psi Tnl utary Wkitla: TW = 4.8 ft Side Two: WT = 174 p/ Rod Live Load: LL = 20 psi Roof Dead Load DL = 0 psi Tributary VYWL TW = 0 tt Wag Load: WALL = 0 pill NonSnvw Rod loaded Area RU = 0 Of SLOPERPrrCH ADJUSTED Adusted Beam Length: LENGTHS Lao = AND 2 LOADS R Bean Self Wali BSW = 3 pr Beam Urdorrn Live Load wl = 95 pN Beam l r rm Dead Load: wQ adj = 79 pr Total Undorm Loact WT = 174 p/ 1 1 1 1 �1 LII i 1 11 1 11 1 • 't .; Project=LiNEBERGER Location: B - 4 EX. 4X6 HEADER AT GARAGE Roof Beam [2010 California Building Code(2005 NDS)] 3.5 INx5.5INx3.OFT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 144.6% Controlling Factor. Moment DEFLECTIONS Center Live Load 0.01 IN U5015 Dead Load 0.01 in Total Load 0.01 IN L2607 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: Lr240 REACTIONS A_ B Live Load 488 Ib 488 Ib Dead Load 450 Ib 450 Ib Total Load 938 Ib 938 Ib Bearing Length 0.43 in 0.43 in BEAM DATA Span Length 3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 0.2512 Roof Duration Factor 0.9 #1 - Douglas -Fir -Larch Denise Poeltler; PE t 3I l The Flying Buttress 77725 Enfield Lane. #130 Palm Desert, CA 92211 StruCalc Version 8.0.106.0 622011 10-59-21 AM 8 -�- Ex . 4x v HU),OEV— &ARl►<aE, q36 ROOFLOADM Side One: Base Values Aousted Bending Stress: Fb = 1000 psi Fb' = 1170 psi 20 Cd --0.90 CF= 1.30 Roof Dead Load: Shear Stress: Fv = 180 psi FV = 162 psi Tnbutary Width: Cd=0.90 4.8 Modulus of Elasticity: E = 1700 ksi E'= 1700 ksi Min. Mod. of Elasticity: E_min= 620 ksi E_min' = 620 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 703 ft -lb 16 1.5 ft from left support Tribulary Width: TW = Created by combining all dead and live loads. It Controlling Shear. -656 Ib 36 At a distance d from support. Non -Snow Roof Loaded Area: RLA = Created by combining all dead and live loads. p# Comparisons with required sections: Read Provided Section Modulus: 7.21 in3 17.65 in3 Area (Shear): 6.08 int 19.25 int Moment of Inertia (deflection): 4.47 in4 48.53 im Moment: 703 ft4b 1720 ft4b Shear: -656 lb 20791b Denise Poeltler; PE t 3I l The Flying Buttress 77725 Enfield Lane. #130 Palm Desert, CA 92211 StruCalc Version 8.0.106.0 622011 10-59-21 AM 8 -�- Ex . 4x v HU),OEV— &ARl►<aE, q36 ROOFLOADM Side One: 3 ft Beam Self Weiight BSW = Root Lire Load: LL = 20 pal Roof Dead Load: OL = 16 psl Tnbutary Width: TW = 4.8 0 Side Two: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 16 psf Tribulary Width: TW = 11.5 It Watt load: WALL = 36 pff Non -Snow Roof Loaded Area: RLA = 0 p# Adjusted Beam Lergttr La4= 3 ft Beam Self Weiight BSW = 4 p/ Beam ltndorrn Lire Load: wL = 325 pff Beam ltndorm Dead Load: wD a4 = 300 pr Total Undlorm Load: WT = 625 p/ 1 1 1 Abroi66,: LlNEBERGER Location: B - 5 EX. 4X6 HEADER AT GATE Roof Beam [2010 California Building Code(2005 NDS)] 3.5 INx5.5INx3.OFT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 624.1% Controlling Factor. Moment DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN Ll7717 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A_ B Live Load 143 Ib 143 Ib Dead Load 174 Ib 174 Ib Total Load 317 Ib 317 Ib Bearing Length 0.14 in 0.14 in BEAM DATA Span Length 3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 0.2512 Roof Duration Factor 0.9 #1 - Douglas -Fir -Larch Denise Poeltler, PE The Flying Buttress "NOW77725 Enfield Lane, #130 Pain Desert, CA 92211 StruCalc Version 8.0.106.0 622011 10:5921 AM Side One. Base Values Adiustpd Bending Stress: Fb = 1000 psi Fb' = 1170 psi 20 Cd --0.90 CF=1.30 Root Dead Load: Shear Stress: Fv = 180 psi FV = 162 psi Tributary Width: Cd --0.90 4.8 Modulus of Elasticity: E = 1700 ksi E' = 1700 ksi Min. Mod. of Elasticity: E_min = 620 ksi E_min' = 620 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment, 238 ft -Ib 0 1.5 ft from left support Tributary Width: TW = Created by combining all dead and live triads. 4 Controlling Shear. -222 Ib 36 At a distance d from support. Non -Snow Roof Loaded Asda: ROA = Created by combining all dead and live loads. pf Comparisons with required sections: ft:d Provided Section Modulus: 2.44 in3 17.65 in3 Area (Shear): 2.05 in2 19.25 int Moment of Inertia (deflection): 1.51 in4 48.53 in4 Moment: 238 ft -lb 1720 ft4b Shear: -222 lb 2079 lb Denise Poeltler, PE The Flying Buttress "NOW77725 Enfield Lane, #130 Pain Desert, CA 92211 StruCalc Version 8.0.106.0 622011 10:5921 AM Side One. 3 ft Beam Self Weight BM= Roof Live Load: LL = 20 pst Root Dead Load: OL = 16 psf Tributary Width: TW 4.8 ft Side Two: Roof Live Load: LL = 20 psi Roof Dead Load: OL = 0 psf Tributary Width: TW = 0 4 Wag Load: WALL = 36 pf Non -Snow Roof Loaded Asda: ROA = 0 pf Adjusted Beam Length: Lad = 3 ft Beam Self Weight BM= 4 pit Beam Undorm Live Load: wL = 95 pf Beam Uniform Dead Load: wO ad = 116 pf TOW Uniform Load: WT = 211 pf ' l°rojbdt L6NEBERGER 1 1 860 1275 2.7 4.00 4849 44200 0 25650 73 2045 Denise Poeltler, PE 3 r The Flying Buttress ' T7725 Enfield Lane, #130 /3 Palm Desert, CA 92211 d StruCalc Version 8.0.106.0 622011 11:45:11 AM LOADING DIAGRAM PAO FT(v . a.+' 8 - I 2r A?" W J --41n i r Y i Is In sf stt � n n r X lb b _ IR in lb 234056 lb Location: PAD FTG. AT B-1 382613 Ib Footing Qu = ' [2010 California Building Code(2005 NDS)] Oe = Footing Size: 2.0 FT x 2.0 FT x 18.00 IN Required Footing Area: Ai -eq = Reinforcement: #4 Bars @ 4.38 IN. O.C. ENV / (5) min. A = Section Footing Design Adequate Baseplate Bearing: 580 b FQOTING PROPERTIES Bearing Required:r Bear = Allowable Soil Bearing Pressure: Qs = 1500 psf Bear -A = Concrete Compressive Strength: Fc = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Vu1 = Concrete Reinforcement Cover. c = 3 in Vc1 = FOOTING SIZE Punching Shear Calculations (Two Way Shear): t Width: Length: W = 2 ft L= 2 ft Bo = Depth: Depth = 18 in Vu2 _ Effective' Depth to Top Layer of Steel: d = 14.25 in t COLUMN AND BASEPLATE SIZE Column Type: Wood vc2-b = Column Width: m= 4 in vc2-c = Column Depth: n= 4 in ' FOOTING CALCULATIONS Bending Calculations: 1 1 860 1275 2.7 4.00 4849 44200 0 25650 73 2045 Denise Poeltler, PE 3 r The Flying Buttress ' T7725 Enfield Lane, #130 /3 Palm Desert, CA 92211 d StruCalc Version 8.0.106.0 622011 11:45:11 AM LOADING DIAGRAM PAO FT(v . a.+' 8 - I 2r A?" W J --41n i r Y i Is In sf stt � n n r X lb b _ IR in lb 234056 lb Bearing Calculations: 382613 Ib Ultimate Bearing Pressure: Qu = ' Effective Allowable Soil Bearing Pressure: Oe = 156038 b Required Footing Area: Ai -eq = Area Provided: A = 14546 hyNeWdtD Baseplate Bearing: 580 b Bearing Required:r Bear = ' Allowable Bearing: Bear -A = Beam Shear Calculations (One Way Shear): Beam Shear. Vu1 = Allowable Beam Shear. Vc1 = Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = Punching Shear: Vu2 _ Allowable Punching Shear (ACI 11-35): vc2.a = Allowable Punching Shear (ACI 11-36): vc2-b = Allowable Punching Shear (ACI 11-37): vc2-c = Controlling Allowable Punching Shear. vc2 = Bending Calculations: Factored Moment: Mu = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: a= ' Steel Required Based on Moment: As(1) = Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = Controlling Reinforcing Steel: As -read = ' Selected Reinforcement: #4's @ 4.4 in. o.c. etw (5) Min. Reinforcement Area Provided: As = Development Length Calculations: Development Length Required: Ld = ' Development Length Supplied: Note: Plain concrete adequate for bending, Ld-sup = therefore adequate development length not required. 1 1 860 1275 2.7 4.00 4849 44200 0 25650 73 2045 Denise Poeltler, PE 3 r The Flying Buttress ' T7725 Enfield Lane, #130 /3 Palm Desert, CA 92211 d StruCalc Version 8.0.106.0 622011 11:45:11 AM LOADING DIAGRAM PAO FT(v . a.+' 8 - I 2r A?" W J --41n i r Y i Is In sf stt � n n r X lb b _ IR in lb 234056 lb 382613 Ib Uve Load: PL = 1805 b 156038 Ib Dead Load: PO = 1634 b 156038 b Total Load: PT = 3439 b Ultimate FacbDmd Load: Pu = 4849 b 14546 hyNeWdtD resist up@t %W 1 S F.S.: UR = 580 b 489788 in4b 0.77 in —OF ow 0.03 int • Ucp& Z.14rS 4)(+ 0.86 int forf rot-Tti 0.86 int H fT,+ 0.98 int 15 in 9 in ]Z" 1Z' N %.. �, u JCM Inspections 39725 Garand Lane Suite F ITHPalm Desert, CA 92211 INSPECT 1 o N S Phone: 760-275-5020 - Fax: 760-327-8907 M� INSPECTIONS EPDXY INSPECTION REPORT Date: 9—I&A t Name: Project No: Pr1�10Q)Cpco�s� (�� �cr. Qac m ;�C' 1 — O(oc)(n Project Address. 1 - City: Client: Sub -Contractor: f General Contractor, . Architect- Structural Engineer: 1of QL, EllAnchor Bolts, KrRebar Epoxy Type: �nQ Epoxy Shelf Life: ��y !�]� Hole Cleaning Method(s):��0 ►�.1C1 C,@Q n� 1��^�Q C e.SSp� ��C } U U19C Title 24 Other: C t✓ Unresolved Items: None See Below Description of Work Inspected: F_0jP)bQ,C- 10 ��n(. Sal s 4�01P *I QQ_ t 1 �' �-�«o r- C� OvJE? w � a- � +�! S vJe.c c. : �kl @ a .5 � � r � a n �s•- i n� o � x'�� i n ofe eo r, a�C �"i7�c oy- 612 1o0 'tnapP /roncG11CC44'.O.C� (';A, 1 t lo*a i,.lr GS 1 Q.0 �Cn[v`til ca� ` �TE L' nC_ 0S LAt•C �-zn GF cet �� we.�e- Q ox's • �n t'k;S ,` t Cc�nccn`'.5��� Q'. )�tC�rr Q< -0 - oils ��� \` \GC �c �� �c- ac £, G1,,cl;,a, n� to �►�`Q� ��� V�.'1 L7 h` v�� YY�O..�\ YJ� Cf..iAC` �Ci �)-iC� C� 1 c. �r. ` �A • t, ryi��� 1 , `i 1• JC ��.+ o �wc1 �.� t �� �ot` S C13 �.�5�:� S er:r`Uc . M e fur fic. (Ai)q - cIJ c . 1 1 Work complies with written approval from Structural Engineer and ICC Evaluation Report #rJyr I hereby certify that l have inspected all of the above work, unless otherwise noted, and to the best of my ability I have found this work to comply with the approved plans, specifications _applicable building laws. Final report issued at project completion. Inspector: Jack�lin IC ;C Certification No: 0842216-49 Contractor's Representative: Copy 1 JCM Inspections Copy 2 Project Superintendent Copy 3 Governing Agency Page t of 1