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06-3896 (GRES) Title 24I I TITLE 24 REPORT I Title 24 Report for: Bernie Geller Horse Barn 80-705 La Docena La Quinta, CA I Project Designer: Report Prepared By: Joan D. Hacker Insu-form, Inc. 41-921 Beacon Hill, Suite A Palm Desert, CA 92211 (760) 779-0657 CITY OF LA OUINTA BUILDING $ SAFETY DEPT. APPROVED FOR CONSTRUCTION VAVi 1� WP4 I "Poop- L4QKttaGl Job Number: Date: S 9/4/2007 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 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.3 by EnergySoft Job Number: User Number: 2655 It `TABLE OF CONTENTS Cover Page Table of Contents Form LTG -1-C Certificate of Compliance Form LTG -2-C Indoor Lighting Schedule Form LTG -3-C Portable Lighting Worksheet Form LTG -5-C Indoor Lighting Power Allowance Form LTG -7-C Room Cavity Ratio Worksheet Form OLTG-1-C Certificate of Compliance Form OLTG-2-C Lighting Compliance Summary Form OLTG-3-C Illuminated Area Calculation Worksheet Form LTG -MM Lighting Mandatory Measures 1 2 3 6 7 8 9 10 12 13 15 EnergyPro 4.3 by EnergySoft Job Number: User Number: 2655 CERTIFICATE OF COMPLIANCE (Part 1 of 4) LTG -1 -C PROJECT NAME DATE Bernie Geller Horse Barn 9/4/2007 PROJECT ADDRESS 80-705 La Docena La Quinta PRINCIPAL DESIGNER - LIGHTING TELEPHONE Building Permit # DOCUMENTATION AUTHOR Insu-form, Inc. TELEPHONE (760) 779-0657 Checked by/Date Enforce mentAgency Use GENERAL INFORMATION DATE OF PLANS BUILDING CONDITIONED FLOOR AREA CLIMATE ZONE Sq.Ft. 15 BUILDING TYPE ❑ NONRESIDENTIAL ❑ HIGH RISE RESIDENTIAL ❑ HOTEL/MOTEL GUEST ROOM ❑ CONDITIONED SPACES ❑X UNCONDITIONED SPACES ❑ INDOOR & OUTDOOR SIGNS PHASE OF CONSTRUCTION ❑X NEW CONSTRUCTION ❑ ADDITION ❑ ALTERATION METHOD OF LIGHTING ❑ COMPLETE BUILDING ❑ AREA CATEGORY ❑ TAILORED ❑ PERFORMANCE COMPLIANCE ❑ COMMON LIGHTING STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations. This certificate applies only to building lighting requirements. The documentation preparer hereby certifies that the documentation is accurate and complete. DOCUMENTATION AUTHOR SIGNATRE DATE Joan D. Hacker The Principal Lighting Designer hereby certifies that the propo ed b ilding 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. The proposed building has been designed to meet the lighting requirements contained in Sections 110, 119, 130 - 132, 146, 148 & 149 of Title 24, Part 6. ❑. The plans & specifications meet the requirements of Part 6 (Sections 10-103a). ❑ The installation certificates meet the requirements of Part 6 (10-103a 3). ❑ The operation & maintenance information meet the requirements of Part 6 (10-103c). Please Check One: (These sections of the Business and Professions Code are printed in full in the Nonresidential Manual.) ❑ I 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 in the State of California as a civil engineer or electrical engineer, or I am a licensed architect. ❑ I affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code by Section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor performing this work. affirm that I am eligible under the exemption to Division 3 of the Busiptss and Professions Code to sign this document because it pertains to a structure or type of work described as exempt pursuant to Business/Rd Professions Code - coons 553 , 538 and 6737.1. LIGHTING DESIGNER - NAME Pg INCIPA�- L L��e� 15Tc�J t / �U� SIG ATURE D LIC. # O¢ • o LIGHTING MANDATORY MEASURES Indicate location on plans of Note Block for Mandatory Measures LIGHTING COMPLIANCE FORMS & WORKSHEETS Check box if worksheet is included ®LTG -1-C, Parts 1 of 4 and 2 of 4: Certificate of Compliance. Part 1 of 4 and 2 of 4 are required for all submittals ❑LTG -1-C, Part 3 of 4: Certificate of Compliance. Part 3 of 4 submittal is required only if Control Credits are claimed MLTG-1-C, Part 4 of 4: Certificate of Compliance. Part 4 of 4 submittal is required when lighting controls are installed ®LTG -2-C: Indoor Lighting Schedule ®LTG -3-C: Portable Lighting Worksheet ®LTG -4-C: Lighting Controls Credit Worksheet ® LTG -5-C: Indoor Lighting Power Allowance ❑LTG -6-C: Tailored Method Worksheet ®LTG -7-C: Room Cavity Ratio Worksheet ❑LTG -8-C: Common Lighting Systems Method Worksheet ❑LTG -9-C: Line Voltage Track Lighting Worksheet EnergyPro 4.3 by EnergySoft User Number: 2655 Job Number: Page:3 of 15 CERTIFICATE OF COMPLIANCE (Part 2 of 4) LTG -17 PROJECT NAME DATE Bernie Geller Horse Barn I 9/4/2007 INSTALLED INDOOR LIGHTING POWER FOR CONDITIONED AND UNCONDITIONED SPACES INSTALLED WATTS INSTALLED LIGHTING, CONDITIONED SPACES (From LTG -2-C) 0 PORTABLE LIGHTING (From LTG -3-C) 0 LIGHTING CONTROL CREDIT, CONDITIONED SPACES (From LTG -4-C) 0 CONDITIONED SPACE ADJUSTED INSTALLED LIGHTING POWER 0 INSTALLED LIGHTING, UNCONDITIONED SPACES (From LTG -2-C) 774 LIGHTING CONTROL CREDIT, UNCONDITIONED SPACES (From LTG4-C) 0 UNCONDITIONED SPACE ADJUSTED INSTALLED LIGHTING POWER 774 ALLOWED INDOOR LIGHTING POWER FOR CONDITIONED SPACES ❑ COMPLETE BUILDING METHOD (From LTG -5-C) ALLOWED ❑ AREA CATEGORY METHOD (From LTG -5-C) WATTS ❑ TAILORED METHOD (From LTG -5-C) ALLOWED LIGHTING POWER 0 ALTERNATE COMPLIANCE ❑ PERFORMANCE METHOD ❑ COMMMON LIGHTING SYSTEM (From LTG -8-C) ALLOWED INDOOR LIGHTING POWER FOR UNCONDITIONED SPACES From LTG -5-C) 2,360 MANDATORY INDOOR AND DAYLIGHTING AUTOMATIC CONTROLS CONTROL LOCATION (Room #) CONTROL IDENTIFICATION CONTROL TYPE Check if 'NOTE TO (Auto Time Switch, Dimming, etc.) SPACE CONTROLLED Daylighting FIELD EnergyPro 4.3 by EnergySoft User Number: 2655 Job Number: Paae:4 of 15 1 CERTIFICATE OF COMPLIANCE (Part 4 of 4) LTG -1— C] PROJECT NAMEDATE Bernie Geller Horse Barn 9/4/2007 Designer: This form is to be used by the designer and attached to the plans. Listed below are all the acceptance tests for lighting systems. The designer is required to check the boxes by all acceptance tests that apply and list all equipment that require an acceptance test. If all equipment of a certain type requires a test, list the equipment description and the number of systems to be tested in parentheses. The NJ number designates the Section in the Appendix of the Nonresidential ACM Manual that describes the test. Also indicate the person responsible for performing the tests (i.e. the installing contractor, design professional or an agent selected by the owner). Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Building Departments: Before an occupancy permit is granted for a newly constructed building or space, or a new lighting system system serving a building or space is operated for normal use, all control devices serving the building or space shall be certified as meeting the Acceptance Requirements for Code Compliance. In addition a Certificate of Acceptance, LTG -1-A, Forms shall be submitted to the building department that: A. Certifies plans, specifications, installation certificates, and operating and maintenance information meet the requirements of§ 10-103(b) and Title 24 Part 6. Test Description Test Performed By: ❑ LTG -2-A: Lighting Control Acceptance Document - Occupancy Sensor Acceptance - Manual Daylight Controls Acceptance - Automatic Time Switch Control Acceptance Equipment requiring acceptance testing ❑ LTG -3-A: Automatic Daylighting Controls Acceptance Document Equipment requiring acceptance testing EnergyPro 4.3 by EnergySoft User Number: 2655 Job Number: Page:5 of 15 1 U RC1 V O F— (V J � w H � a N � 4— O N (6 U Q a W D W cu m U^ C/) 0 V _Z (D (D _U J (D m w OQ z O 0LU Z It a E z' M 0 v � 00 N Installed M M Watts (G x 1) r M 00 N CO Number — Of -a Luminaires d = CEC Default? C X x 0 0 0 Watts cY) ch ch O er Luminaire Number of O O O Ii Ballast per Luminaire Watts N w per to Lamp fU m 0 Number of Lamps per to CLJ Luminaire C) Lamp Type 0 0 LL CO C O Co w w 0 N > Q N N N O E ~ > >� > N m J r- � m T c 0 r c 0 s aL °- � J J fn L N E m z a E z' M 0 v PORTABLE LIGHTING WORKSHEET LTG -3-C PROJECT NAME Bernie Geller Horse Barn DATE 9/4/2007 A TABLE 1 - PORTABLE LIGHTING NOT SHOWN ON PLANS FOR OFFICE AREAS >250 SQUARE FEET A B C D ROOM # OR ZONE ID DEFAULT W/s ft AREA SF TOTAL WATTS B X C # OF TASK AREAS TOTAL AREA (SF) (D x E TOTAL WATTS (C x E) TOTAL 0 0 TABLE 2 - PORTABLE LIGHTING SHOWN ON PLANS FOR OFFICE AREAS >250 SQUARE FEET A B C D E F G ROOM # OR ZONE ID PORTABLE LIGHTING Description # OF FIXT. LUMIN. TASK WATTS PER AREA FIXTURE (SF) # OF TASK AREAS TOTAL AREA (SF) (D x E TOTAL WATTS (C x E) TOTAL 0 0 TABLE 3 - PLANS SHOW PORTABLE LIGHTING IS NOT REQUIRED FOR OFFICE AREAS > 250 S UARE FEET Designer needs to provide detailed documentation that the lighting level provided by the overhead lighting meets the needs of the space. The details include luminaire types and mounting locations relative to work areas. TOTAL AREA (SF) TOTAL WATTS BUILDING SUMMARY (FROM TABLES 1+2+3) BUILDING TOTAL EnergyPro 4.3 by EnergySoft User Number: 2655 Job Number Page:7 of 15 INDOOR LIGHTING POWER ALLOWANCE LTG -S -C PROJECT NAME Bernie Geller Horse Barn DATE 9/4/2007 ALLOWED LIGHTING POWER Choose One Method COMPLETE BUILDING METHOD —CONDITIONED SPACES BUILDING CATEGORY (From Section 146 Table 146-B) WATTS PER SF COMPLETE BLDG. AREA ALLOWED WATTS AREA CATEGORY METHOD - CONDITIONED SPACES AREA CATEGORY (From Section 146 Table 146-C) WATTS PER SF AREA (SF) ALLOWED WATTS PAGE TOTAL BUILDING TOTAL O 1 D �� AREA WATTS TAILORED METHOD - CONDITIONED SPACES TOTAL ALLOWED WATTS (From LTG -6-C or from computer run.) O UNCONDITIONED SPACES Complete Building and Area Catagory Methods Category (From Section 146 Table 146 -B&C) WATTS PER SF AREA (SF) ALLOWED WATTS All Others 0.60 3,934 2,360 PAGE TOTAL BUILDING TOTAL 3,934 2,3601 3 934 AREA 2 360 WATTS TAILORED METHOD - UNCONDITIONED SPACES TOTAL UNCONDITIONED SPACES ALLOWED WATTS (From LTG -5-C and LTG -6-C) 0 EnergyPro 4.3 by EnergySoft User Number: 2655 Job Number: Page:8 of 15 A B C D E F Room Name Task/Activity Description Room Length (L) ft Room Width (W) ft Room Cavity Height (H) (ft) Room Cay. Ratio 5xHx(L+W) /(LxW) A B C D E F Room Name Task/Activity Description Room Area (A) M Room Perimeter (P) (ft) Room Cavity Height (H) (ft) Room Cay. Ratio 2.5 x H x P /A EnergyPro 4.3 by EnergySoft User Number: 2655 Job Number: Page:9 of 15 CERTIFICATE OF COMPLIANCE (Part 1 of 2) OLTG-1-C PROJECT NAME DATE Bernie Geller Horse Barn9/4/2007 PROJECT ADDRESS 80-705 La Docena La Quinta PRINCIPAL DESIGNER - LIGHTING TELEPHONE Building Permit # DOCUMENTATION AUTHOR TELEPHONE Checked by/Date Insu-form, Inc. (760) 779-0657 Enforcement Agency Use GENERAL INFORMATION DATE OF PLANS OUTDOOR LIGHTING ZONE LZ1 © LZ2 LZ3 LZ4 FUNCTION TYPE © OUTDOOR LIGHTING F—]OUTDOOR SIGNS INDOOR SIGNS PHASE OF CONSTRUCTION ® NEW CONSTRUCTION F—] ADDITION ❑ ALTERATION STATEMENT OF COMPLIANCE This Certificate of Compliance lists the outdoor lighting system specifications need to comply with Title 24, Parts 1 and 6 of the California Code of Regulations. This certificate applies only to building lighting requirements. The documentation preparer hereby certifies that the documentation is accurate and complete. DOCUMENTATION AUTHOR SIGNAT RE DATE Joan D. Hacker 41 07 The Principal Lighting Designer hereby certifies that the prose outdoor lighting and signs 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. The proposed building has been designed to meet the lighting requirements contained in Sections 110, 119, 130 through 132, and 146,and 149 of Title 24, Part 6. Please Check One: (These sections of the Business and Professions Code are printed in full in the Nonresidential Manual.) I 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 in the State of California as a civil engineer or electrical engineer, or I am a licensed architect. I affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code by Section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed contractor performing this work. I affirm that I am eligible under the exemption to Division 3 oft e Business and Professions Code to sign this document because it pertains to a structure or type of work described a exempt pursuant to Business and d Professions Code Sections 5537, 5538 and 6737.1. P INCIPAL LIGHTING DESIGNER -NAMEURE rICrJ S'r�tO t SIGN DA iE ��••�� LIC. # LIGHTING COMPLIANCE FORMS & WORKSHEETS (Check box if worksheet is included) ®OLTG-I-C: Certificate of Compliance. Required on plans for all submittals for outdoor lighting. Part 2 of 2 maybe incorporated in schedules on the p Either LTG -1-C or OLTG-I-C may be used for signs as follows: 1. Use LTG -1-C if the project consists solely of indoor signs. 2. Use LTG -1-C if the project consists of indoor lighting, outdoor or indoor signs, but no other outdoor lighting. 3. Use OLTG-I-C if the project consists solely of outdoor signs. 4. Use OLTG-I-C if the project consists of outdoor lighting, outdoor or indoor signs, but no other indoor lighting. (ROLTG-2-C: LIGHTING COMPLIANCE SUMMARY. Applicable parts required for ALL outdoor lighting allowances (Except Signs). ®OLTG-3-C: AREA CALCULATIONS WORKSHEET. Applicable parts required for all outdoor area calculations. INOLTG-4-C: SIGN LIGHTING COMPLIANCE. Required for all internally and externally illuminated signs, for both indoor and outdoor signs. EnergyPro 4.3 by EnergySoft User Number: 2655 Job Number: Page:10 of 15 ans. CERTIFICATE OF COMPLIANCE (Part 2 of 2) OLTG-1-C� PROJECT NAME DATE Bernie Geller Horse Barn 9/4/2007 Lighting Schedules on Plans Show that Outdoor Lighting Meets Allowed Lighting Power ❑X ❑ Lighting power allowance for general site illumination on OLTG-2-C Part 1 of 4 Not Applicable ❑ ❑X Lighting power allowance for local ordinances or for security multipliers on OLTG-2-C Part 2 of 4 Not Applicable ❑ ❑X Lighting power allowances for specific applications, other than vehicle service stations with canopies on OLTG-2-C Part 3 of 4 Not Applicable ❑ ❑X Lighting power allowances for vehicle service station canopies on OLTG-2-C part 4 of 4 Not Applicable ❑X ❑ Sign lighting compliance on OLTG-4-C Not Applicable Mandatory Measures on Plans Show that Outdoor Liahting Meets Outdoor Liahting Controls And E ui ment ❑ ❑X Installed lighting power has been determined in accordance with Section 130(c)1 Not Applicable ❑ ❑X All permanently installed luminaires with lamps rated over 100 Watts either have a lamp efficacy of at least 60 lumins per Watt or are controlled by a motion sensor per Section 132(a) Not Applicable ❑ ❑X All Luminaires with lamps rated greater than 175 Watts in hardscape area, including parking lots, building entrances, canopies, and all outdoor sales areas meet the Cutoff Requirements of Section 132(b) Not Applicable ❑ ❑X All permanently installed outdoor lighting meets the control requirements of Section 132(c)1 Not Applicable ❑ ❑X Building facades, parking lots, garages, canopies, and outdoor sales areas meet the Multi -Level Lighting Requirements of Section 132(c) Not Applicable MANDATORY AUTOMATIC CONTROLS NOTE TO FIELD CONTROL LOCATION (Room #) CONTROL IDENTIFICATION CONTROL TYPE (Auto Time Switch, Dimming, etc.) AREA CONTROLLED EnergyPro 4.3 by EnergySoft User Number: 2655 Job Number: Page: 11 of 15 xr LIGHTING COMPLIANCE SUMMARY (Part 1 of 4) OLTG-2-C Project Name Date Bernie Geller Horse Barn 9/4/2007 LIGHTING POWER'ALLOWANCES - GENERAL SITE ILLUMINATION - Table 147-A Allotted Watts Luminaire Lamps/Ballasts Installed Watts A B C D E F G H I J K L M N 1 O Lighting Application Category (Table 147-A) m S�N "n x D i0 m.. r a o D ° Xa 9 * a) (n n °. m Description m'c �p a; o ' �m '°3 ° v r- r cc 3� 7 U1 a, ° m m °: 3 y v o ID° c m 3 7 N �, c 3 °: y d, v `, =, o n O m m c z 3.6 y� —• w° 3 to y i-- Ka z ., m in Ext Task 4,71 0.50 2,358 Shaper 673 -WP Series X 1 40 1.0 43.0 X 15 645 Ext Task 2C 0.09 2 Luma Pro 3RB24 X 1 40 1.0 43.0 X 1 43 Lithonia - LB 217120ADDE X 1 40 1.0 43.0 X 2 86 Total Allotted Watts 2,360 Total Installed Watts F77]4 EnergyPro 4.3 by EnergySoft User Number: 2655 Job Number: Page:12 of 15 1 ILLUMINATED AREA CALCULATION WORKSHEET (Part 1 of 5) OLTG-3-C PROJECT NAME DATE Bernie Geller Horse Barn 9/4/2007 HardscaDe - Method lil A. HardscaDe for automotive vehicular use_ includina narkina lots_ drivewnvs and cite rnacts A B C D E F G H Lighting Application (Table 147-B) Actual Paved Area +5' perimeter of adjacent unpaved land. Includes planters and land. Includes planters and landscaped areas less than 19 wide that are enclosed by hardscape on at least 3 sides. Areas SF to Subtract from within the Illuminated Area Illuminated Area (B - G) Area between poles or luminaires that are > 6 times th mounting height distance (If Applicable) Overlapping areas of another application or luminaire Building Areas Areas obstructed by signs or other structures Sub total of areas to subtract (C + D + E + F) Ext Task 20 0_ 0 0 0 0 20 B. Hardscape for pedestian use, including plazas, sidewalks, walkways and bikeways A B C D E F G H Lighting Application (Table 147-B) Actual Paved Area + 5' of unpaved land on either side of path of travel. Shall include all contiguous paved area before including adjacent grounds. Areas SF) to Subtract from within the Illuminated Area Illuminated Area (B - G) Area between poles or luminaires that are > 6 times the mounting height distance (If Applicable) Overlapping areas of another application or luminaire Building Areas Areas obstructed by signs or other structures Sub total of areas to subtract (C + D + E + F) Ext Task 20 0_ 0 0 0 0 20 Checklist ❑ Section 147 (c)1 B - Each portion of all illuminated areas has been assigned only one lighting application, and the applications are consistent with actual use of the areas. ❑ Section 147 (c)1 A - General Illumination areas includes only those illuminated areas that are in the bounds of the Application and are within a square pattern around a luminaire that is six times the luminaire mounting height, with the luminaire in the middle of the patttern, less any areas that are within buildings, under canopies, beyond property lines, or obstructed by signs or other structures. EnergyPro 4.3 by EnergySoft User Number: 2655 Job Number: Page:13 of 15 ILLUMINATED AREA CALCULATION WORKSHEET (Part 2 of 5) OLTG-3-C (PROJECT NAME DATE Bernie Geller Horse Barn 9/4/2007 A. Hardsca a Method ii Hardsca a for driveways, site roads, sidewalks, walkways and bikeways A B List Specific Application (Table 147-A) Length of 25' wide path incorporating as much of he paved area as possible. Area (sf) (A x �) 262 18 4,716 Checklist ❑ Section 147 (c)1 B - Each portion of all illuminated areas has been assigned only one lighting application, and the applications are consistent with actual use of the areas. Section 147 (c)1 B Method ii - General illumination areas for site roadway, driveway, sidewalk, walkway, or bikeway includes only those illuminated areas that are in the bounds of the A lication and includes a 25 foot wide area running along the axis of the path of travel and much of the paved area as possible. B. Building Entrances without Cano ies A B C Width of Door plus 3 feet on each side Smaller of 18 ft or distance to the edge of the property line Area (sf) (A x �) 262 18 4,716 Checklist Ej Section 147 (c)1 B - Each portion of all illuminated areas has been assigned only one lighting application, and the applications are consistent with the actual use of the areas. Section 147 (c)1 A - General illumination areas includes only those illuminated areas that in the bounds of the Application and are with a square pattern around a ❑ luminaire that is six times the luminaire mounting height, with the luminaire in the middle of the pattern, less any areas that are within buildings, under canopies, beyond property lines, or obstructed by a signs or other structures. EnergyPro 4.3 by EnergySoft User Number: 2655 Job Number: Page:14 of 15 1 LIGHTING MANDATORY MEASURES LTG -MM ROJECT NAME Bernie Geller Horse Barn DATE 9/4/2007 DESCRIPTION Designer Enforcement §131(d)1 For every floor, all interior lighting systems shall be equipped with a separate automatic control to shut off the lighting. This automatic control shall meet the requirements of Section 119 and may be an occupancy sensor, automatic time switch, or other device capable of automatically shutting off the lighting. ❑ §131(d)2Override 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. El§111 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 one and 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 0.8 watts per square foot of lighting load shall be controlled with bi-level switching for uniform reduction of lighting within the room. §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(e) Display Lighting. Display lighting shall be separately switched on circuits that are 20 amps or less. EnergyPro 4.3 by EnergySoft User Number: 2655 Job Number: Page: 15 of 15 I TITLE 24 REPORT I Title'24 Report for: Bernie/Geller 80-705 La Docena La Quinta, CA Project Designer: Report Prepared By: Joan D. Hacker Insu-form, Inc. 41-921 Beacon Hill, Suite A Palm Desert, CA 92211 (760) 779-0657 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE q «ABY Job Number: Date: AUG 15 2007 8/15/2007 omte, I SCV bl o 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 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.3 by EnergySoft Job Number: User Number 2655 I I TABLE OF CONTENTS Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Summary Form WS -5R Residential Kitchen Lighting HVAC System Heating and Cooling Loads Summary Room Load Summary Form ECON-1 Energy Use and Cost Summary 1 2 3 7 9 10 11 12 EnergyPro 4.3 by EnergySoft Job Number: User Number: 2655 Certificate Of Compliance : Residential (Part 1 of 4) CF -1 R RprniPsjeller Project Title Total Conditioned Floor Area: 596 ft2 8/15/2007 Date 80-705 1 a nnrptla I a QILta ft2 Building Front Orientation: (NE) 45 deg Raised Floor Area: Project Address ft2 Fuel Type: Natural Gas Slab on Grade Area: Building Permit # In.l1-form, Inc Fenestration: Average Ceiling Height: (760) 779-0657 ft Documentation Author Number of Dwelling Units: 1.00 Telephone Plan Check/Date ,,�,�, anc 1 Field Check/Date Comp) thod Climate Zo5Jne TDV Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 0.92 0.00 0.92 Space Cooling 77.32 63.65 13.67 Fans 10.93 8.93 2.00 Domestic Hot Water 0.00 0.00 0.00 Pumps 0.00 0.00 0.00 Totals 89.17 72.58 16.58 Percent better than Standard: 18.6% I BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED # of I Building Type: W Single Family ❑ Addition Total Conditioned Floor Area: 596 ft2 ❑ Multi Family ❑ Existing + Add/Alt Existing Floor Area: n/a ft2 Building Front Orientation: (NE) 45 deg Raised Floor Area: 0 ft2 Fuel Type: Natural Gas Slab on Grade Area: 596 ft2 Fenestration: Average Ceiling Height: 8.0 ft Area: 80 ft2 Avg. U: 0.37 Number of Dwelling Units: 1.00 Ratio: 13.4% Avg. SHGC: 0.32 Number of Stories: 1 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units 5qR 476 100_ Zone Type Type Conditinned No Sethack Hgt. Area 2 n/a CLCP/Rath OPAQUE SURFACES Insulation Act. Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Wall None 162 0082 Nnna R-13 n 4.5 90 Wall None 200 n Q.$2 None R_11 0 135 _90 yy;;II Nnne 204 0082 None R-13 0 2255 go Wall None 17n n n82 Nr)nP R-13 n 315 g0 Roof Zlond_ 5q4 0025 R_38 R_0 0 455 n Gains Condition Y�7/ N Status JA IV Reference Location / Comments X El Re,- 13-175 nffirP/Rath ® ❑New 13-F5 nffire/Rath ® El New 13-F5 Office/Rath [N7I ❑N -w 13-F5 nffir.P/Rath X ❑[Mew 01-A18 nffire/Rath Run Initiation Time: 08/15/07 11:03:38 Run Code: 1187201018 EnergyPro 4.3 by EnergySoft User Number: 2655 Job Number: Page:3 of 12 Certificate Of Compliance : Residential (Part 2 of 4) CF -1R Bernie/Geller 8/15/2007 Project Title Date FENESTRATION SURFACES Area Thick. Heat Inside Condition Window True Cond. Location/ # Type Area U-Factorl SHGC2 Azm. Tilt Stat. Glazing Type Comments I Window Front _.(NF1 48 0 0 370 NEW,Q32 NERC _ 45_ -9Q New IWC 5300 Vinyl/I ow -F nffice/Bath 2 Window Right (NW) 24.0 0.370 NFRC 0_32 NFRC 315 90 New IWC 5300 Vinyl/Low-E Office/Bath 3 Window Right (NW) 6.0 0.370 NFRC 0_32 NFRC 315 90 New IWC 5300 Vinyl/Low-E Office/Bath 4 Skylight Front (NE) 2.0 0.550 NFRC 0_45 NFRC 45 0 New IWC 6200 Alum/Low-E Office/Bath 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 1166. INTERIOR AND EXTERIOR SHADING Area Thick. Heat Inside Condition Window Type Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len H t. LExt RExt Dist Len Hgt Dist Len H t 1 Bug Screen 0.76 8.0 6.0 16.0 0.1 16.0 16.0 2 Bug Screen 0.76 4.0 6.0 2.0 0.1 2.0 2.0 3 Buq Screen 0.76 2.0 3.0 2.0 0.1 2.0 2.0 4 None 1.00 13-F5 New Office/Bath / Exterior Mass Concrete, Heavyweight THERMAL MASS FOR HIGH MASS DESIGN Run Initiation Time: 08/15/07 11.03.38 Run Code: 1187201018 EnergyPro 4.3 by EnergySoff User Number: 2655 Job Number: Page:4 of 12 Area Thick. Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R -Val. JA IV Reference Status Comments Concrete, Heavyweight 596 3.50 28 0_98 2 26-A1 New Office/Bath / Slab on Grade Concrete, Heavyweight 162 8.00 28 0_98 0 13-F5 New Office/Bath / Exterior Mass Concrete, Heavyweight 200 8.00 28 0_98 0 13-F5 New Office/Bath / Exterior Mass Concrete, Heavyweight 204 8.00 28 0_98 0 13-F5 New Office/Bath / Exterior Mass Concrete, Heavyweight 170 8.00 28 0_98 0 13-F5 New Office/Bath / Exterior Mass PERIMETER LOSSES Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 35 None No Insulation 26-A1 New Office/Bath Run Initiation Time: 08/15/07 11.03.38 Run Code: 1187201018 EnergyPro 4.3 by EnergySoff User Number: 2655 Job Number: Page:4 of 12 Certificate Of Compliance : Residential (Part 3 of 4) CF -1 R Bernie/Geller 8/15/2007 Project Title Date HVAC 5Y5TEMS Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type Office/Bath Central Furnace 80% AFUE Packaged Air Conditioner 13.0 SEER New No Setback HVAC DISTRIBUTION Duct Duct Condition Location Heating Cooling Location R -Value Status Office/Bath Ducted Ducted Attic 4.2 New Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. Ducts Tested? No WATER HEATING SYSTEMS Rated Tank Energy Tank Insul. Water Heater # in Input Cap. Condition Factor Standby R -Value System Name Type Distribution Syst (Btu/hr) (al) Status or RE Loss (%) Ext Multi -Family Central Water Heating Details Hot Water Pump Hot Water Piping, Length (ft) Add 1/2" Control # HP Type In Plenum Outside Buried Insulation REMARKS UUMNLIANGE 5 [ATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or,Z.np(p r Busines & Professions Code) Name: Title/Firm: des«A•% Address: -vi.Telephone: ?d, �r Lic # , (signature) (date) Enforcement Agency Name: Title/Firm: Address: Telephone: (signature) (date) Documentation Author Name: Joan D. Hacker Title/Firm: Insu-form, Inc. Address: 41-921 Beacon Hill, Suite A Palm Desert. CA 92211 Telephone: (760) 779-0657 s 1� Signa re) date) `n PA Certificate Of Compliance : Residential (Part 4 of 4) CF -1 R Bernie/Geller 8/15/2007 Project Title Date Special Features and Modeling Assumptions The local 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 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 specEai fustEtication and documentation submitted.Plan Field HIGH MASS Design - Verify Thermal Mass: 596 sqft Covered Slab Floor, 3.50" thick at Office/Bath HIGH MASS Design - Verify Thermal Mass: 162 sqft Concrete, Heavyweight Exterior Mass, 8.00" thick at Office/Bath HIGH MASS Design - Verify Thermal Mass: 200 sqft Concrete, Heavyweight Exterior Mass, 8.00" thick at Office/Bath HIGH MASS Design - Verify Thermal Mass: 204 sqft Concrete, Heavyweight Exterior Mass, 8.00" thick at Office/Bath HIGH MASS Design - Verify Thermal Mass: 170 sqft Concrete, Heavyweight Exterior Mass, 8.00" thick at Office/Bath HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervision of a CEC- -.... ... ...— — .�r„..�.. — — — Plan I Field installation certificate. EnergyPro 4.3 by EnergySoft User Number: 2655 Job Number: Page:6 of 12 E Mandatory Measures Summary: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Check or initial applicable boxes or check NA if not applicable and included with the permit application documentation. N/A DESIGNER ENFORCE - MENT Building Envelope Measures �§ 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. ❑ ❑X ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value: ❑ ❑ ❑ 4§ 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not ❑ O ❑ apply to exterior mass walls). ❑ ❑ ❑ +§ 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ ❑ ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. closable metal or glass door covering the entire opening of the firebox ❑ ❑ ❑ b. outside air intake with damper and control, flue damper and control ❑ ❑ ❑ 2. No continuous burning gas pilot lights allowed. ❑ ❑ ❑ § 150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. ❑ ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑ ❑ ❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor ❑ ❑ ❑ permeance rate no greater than 2.0 perm/inch. § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include ❑ O El Form: § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ ❑X ❑ 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. ❑ a ❑ 3. Exterior doors and windows weatherstripped: all joints and penetrations caulked and sealed. ❑ ❑X ❑ Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑ ❑X ❑ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or RCCA. ❑ ❑ ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ ❑ ❑ § 1500): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation ❑ ❑ ❑ having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external ❑ ❑ ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1. 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 shall be insulated to Table 1506. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and ❑ ❑ ❑ indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. ❑ ❑ ❑ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, ❑ ❑ ❑ and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed ❑ ❑ ❑ entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. ❑ ❑ ❑ EnergyPro 4.3 by EnergySoft User Number: 2655 Job Number: Page:7 of 12 Mandatory Measures Summary: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (`) below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE - applicable. N/A DESIGNER MENT Space Conditioning, Water Pleating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, ❑ ❑ ❑ 605, and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minumum 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 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑ ❑ ❑ sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and 7. Flexible ducts cannot have porous inner cores. ❑ ❑ ❑ support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ ❑ ❑ reductions in the cross-sectional area of the ducts. 2. System is installed with: 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive ❑ ❑ ❑ duct tapes unless such tape is used in combination with mastic and draw bands. ❑ ❑ ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ ® ❑ 4. Exhaust fan systems have back draft or automatic dampers. ❑ ❑ ❑ 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating ❑ ❑ ❑ dampers. electric and have an output frequency no less than 20 kHz. 6. Protection of Insulation. 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. 7. Flexible ducts cannot have porous inner cores. ❑ ❑ ❑ § 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36" of pipe between filter and heater for future solar heating. ❑ ❑ ❑ b. Cover for outdoor pools or outdoor spas. ❑ ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ ❑ ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ ® ❑ burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Biu/hr) § 11 B (i): Cool Roof material meets specified criteria ❑ ❑ ❑ Lighting Measures § 150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ ® ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, ❑ ❑X ❑ luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ ❑X ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ X❑ ❑ OR are controlled by an occupant sensor(s) certfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are ❑ X❑ ❑ controlled by an occupant sensor that complies with Section 1`19(d) that does not turn on automatically or have an always on option. 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ X ❑ El certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)5: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the ❑ ❑X ❑ same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. ❑ ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: 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 OR are controlled by occupant sensor(s) certified to comply with Section 119(d). EnergyPro 4.3 .by EnergySoft User Number: 2655 Job Number: Page:8 of 12 J Residential Kitchen Lighting Worksheet WS -5R Bernie/Geller 8/15/2007 Project Title Date At least 50% of the total rated wattage of permanently installed luminaires in kitchens must be in luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens. High Efficacy Luminaire Type High Efficacy? Watts Quantity Watts Other Watts Yes 7 No . x or Yes No x = or Yes No x or Yes No x = or Yes No x or Yes No x = or Yes No x = or Yes No x = or Yes No x or Yes No x = or Yes No x = or Yes No x = or Yes No x or Yes No x or Yes No x = or Yes No x = or Yes No x or Yes No x or Yes No x = or Yes No x = or Total A: 0 B: 0 COMPLIES IF A z B YES ® NO ❑ n EnergyPro 4.3 by EnergySoft User Number: 2655 Job Number: Paoe:9 of 12 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Bernie/Geller 8/15/2007 SYSTEM NAME FLOOR AREA Office/Bath 596 EATING S 26.0 of Outside Air 0 cfm 69.0 of PSYCHROMETRICS 69.0 of 69.0 of (2)j Supply Fan 1000 cfm Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL li PEAK CFM Sensible Latent CFM Sensible 1,303 9,445 1,414 265 8,050 0 1,680 1.033 0 0 0 0 0il 0 0 0 0 1,680 1,033 12,805= 10 115 HVAC EQUIPMENT SELECTION Fijitsu A06 19 RLX 10,611 7,807 32,400 Total Adjusted System Output 10,611 7,807 32,400 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am irstream Tem 99.5 OF ffOL- Heating Coil res at Time of Heating Pea Return Air Ducts 14 Supply Air Ducts 98.5 of ROOMS 70.0 of COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Coolinq Peak) 111.0 / 77.6 of Outside Air 0 cfm 79.6 / 69.9 of 79.6 / 69.9 of 79.6 / 70.0 of FF 69.6 / 66.5 OF Supply Fan 1000 cfm Cooling Coil h Return Air Ducts Supply Air Ducts 71.2 / 67.0 of 65.6% R.H. ROOMS 78.0 / 69.4 of EnergyPro 4.3 by EnergySoft User Number: 2655 Job Number: Paoe:10 of 12 1 ROOM LOAD SUMMARY PROJECT NAME DATE Bernie/Geller 8/15/2007 SYSTEM NAME FLOOR AREA Office/Bath 596 ROOM LOAD SUMMARY " ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Office/Bath Office/Bath 1 1,303 9,445 1,414 1,303 9,445 1,414 265 8,050 ' I PAGE TOTAL 1 1,303 9,445 1,414 265 8,050 TOTAL 1 1,303 9,445 1,414 265 8,050 EnergyPro By EnergySoff User Number: User Job Number: Page:11 of 12 JENERGY USE AND COST SUMMARY ECONA (PROJECT NAME. DATE Bernie/Geller 8/15/2007 Rate: C....I T....... nate: STANDARD PROPOSED MARGIN Energy Use (kWh) Peak Demand (kW) Cost ($) Energy Use (kWh) Peak Demand (kW) Cost ($) Energy Use (kWh) Peak Demand (kW) Cost ($) Jan 5 1 0 0 5 1 Feb 9 1 1 0 8 1 Mar 28 1 0 0 28 1 Apr 95 2 43 1 52 0 May 243 3 209 2 35 1 Jun 493 3 448 2 45 1 Jul 599 3 546 2 53 0 Au 611 2 548 _ 2 63 0 Sep 458 3 406 2 52 1 Oct 224 2 191 2 33 1 Nov 15 1 2 0 14 1 Dec 7 1 0 0 7 1 Year 2.787 3 2.3931 2 S6 394 1 nate: The values shown here are based upon the results of an EnergyPro Compliance energy analysis that uses Title 24 profiles as specified in the Residential ACM manual. EnergyPro 4.3 by EnergySoft User Number 2655 Job Number Page 12 of 12 STANDARD PROPOSED y Nom. MARGIN Energy Use (therms) Peak Demand (kBtu/hr) Cost ($) Energy Use (therms) Peak Demand (kBtu/hr) Cost ($) Energy Use (therms) Peak Demand (kBtu/hr) Cost ($) Jan 2 10 0 0 2 10 Feb 1 9 0 0 1 g Mar 0 7 0 0 0 7 Apr 0 0 0 0 0 0 Ma 0 0 0 0 0 0 Jun 0 0 0 0 0 0 Jul 0 0 0 0 0 0 Auq 0 0 0 0 0 0 Sep 0 0 0 0 0 0 Oct 0 0 0 0 0 0 Nov 0 5 0 0 0 5 Dec 2 11 0 0 2 11 Year 6 11 0 0 S6 11 Annual Totals Energy Demand Cost 1 Costs ft Virtual Rate Electricity 2,393 kWh 2 kW 0 0.00/s ft 0.00/kWh Natural Gas 0 therms 0 kBtu/h $ 0 $ 0.00/s ft 0.00/therm Total $ 0 0.00/sgft The values shown here are based upon the results of an EnergyPro Compliance energy analysis that uses Title 24 profiles as specified in the Residential ACM manual. EnergyPro 4.3 by EnergySoft User Number 2655 Job Number Page 12 of 12 STRUCTURAL DESIGN CALCULATIONS for Gellar Stables gp -705 U)f ntf.e.n& ` 1 I TABLE OF CONTENTS,. Section 1 -- General Section 2 -- Gravity Load Analysis Section 3 -- Lateral Load Analysis Section 4 -- Connections Prepared By: Concorde Consulting Group, Inc 3505 Camino Del Rio South, #350 San Diego, California 92108 Project No: Cad X03 Revision 0 Dated: 10/5/2006 For: Review CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION Satellite Offices: Concorde Consulting Group, Inc 4511 E Sunnydunes, # E Palm Springs, California �,SskONAC F4, ¢QOAAA Q 5q -7 N Q d P Q= �c STRUG STATE OF SECTION .1 --GENERAL (LOADS, CODES, MATERIALS AND SPECIFICATIONS) A. Gravity Loads Roof Dead Load Roof 12 psf Plywood 2.8 psf Framing 2.5 psf Misc 3.5 psf Insulat 1.5 psf Mech/El 1.7 psf Subtotal 26 psf HENCE: Roof Dead Loads 24.00 psf Roof Live Loads 20.00 psf B. Lateral Loads -- SE%SKXC Seismic Design Base Shear (1997 UBC Section 1630.2.1) Soil Profile = Sb Zone Factor = 0.4 Seismic Coeff, Ca = .0.44 Na Year Source Na = 1 (Actual used is 1.1) Coefficient, R (1997 UBC Table 16-N) Steel OMRF/Masonry, R =4.5 Light bearing = 5.5 (wood) Cantilevered C. = 2.2 Seismic Shear, V = (3.0 Ca*I/R)W _ (3.Ox0.44x1.1/R) W V shear walls = 0.264W (for wood) V cantilevered cols = 0.720 W(for TS Cols) V masonry walls = 0.352 W (for Masonry) Load divisor = 1.4 ASD Design V = (0.264/1.4) W = 0.19W (Wood) ASD Design V = (0.352/1.4) W = 0.25W(for Masonry) ASD Design V = (0.720/1.4) W = 0.51W(for TS Columns) C. Lateral Loads -- WIND , Wind Speed 80 mph Basic Wind Pressuz 16.4 psf Exposure = C Factor, Ce = 1.13 Factor, Cq = 1.3 Factor, I = 1 Effective Wind Pressure = gxCgxCexI = 16.4xl.13xl.3xl.0 = 24.09,'say 24.0 psf I. Code: 2001 CALIF BUXLDXNG CODE (1997 UBC CODE PARAMETERS) Z. Soils Parameters provided by: Not Available q .(allowable) 1000 psf F. Material Parameters Steel Structural Steel Shapes/P ASTM A36 Structural Tubes ASTM A-500, Grade B Structural Pipes ASTM A-53, Grade B G. Concrete Normal Weight f'c (28days) 2500 psi Masonry f'm 1500 psi H. Lumber Lumber Douglas Fir Larch # 1 S. BOLTS Typical ASTM A-307 High Strength ASTM A-325 only when noted J. WELDING Typical E-70XX electrodes 3 r I SECTION 2 --'GRAVITY LOAD ANALYSIS BEAM TAG.INFORMATION IS SHOWN ON THE FRAMING PLAN PROVIDED WITH PACKAGE Concorde Consulting Group, Inc. 3505 Camino Del Rio South, #350 San Diego, CA 92108 Gellar Stables RR -1 Date: 10/05/06 BeamChek 2.2 Choice 2x 6 DF -L #1 @ 16 in. oc BASE Fb = 1000 ADJ Fb = 1869 Conditions Repetitive Use, '91 NDS Data Attributes Actual Critical Status Ratio Values Adjustments Loads Ivlln tsearing Area H1= U.b In` HZ= U.b In` UL Uetl U.11 In Beam Span 8.0 ft Reaction 1 313 # Reaction 1 LL 139 # Beam Wt per ft 2.0 # Reaction 2 313 # Reaction 2 LL 139 # Beam Weight 16 # Maximum V 313 # Max Moment 626'# Max V (Reduced) 277 # TL Max Defl L/240 TL Actual Dell L / 471 LL Max Defl L/360 LL Actual Dell L/>1000 Section (in3) Shear (in2) TL Defl in LL Defl 7.56 8.25 0.20 0.09 4.02 3.50 0.40 0.27 OK OK OK OK 53% 42% 51% 34% BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 76 =A Uniform LL: 35 Uniform Load A 0 0 R1 =313 R2=313 SPAN = 8 FT Uniform. and partial uniform loads are lbs per lineal ft. Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Base Values 1000 95 1.7 625 Base Adjusted 1869 119 1.7 625 CF Size Factor 1.300 Cd Duration 1.25 1.25 Cr Repetitive 1.15 Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 76 =A Uniform LL: 35 Uniform Load A 0 0 R1 =313 R2=313 SPAN = 8 FT Uniform. and partial uniform loads are lbs per lineal ft. ' Concorde Consulting Group, Inc. 3505 Camino Del Rio South, #350 San Diego, CA 92108 Gellar Stables Rb -1 Date: 10/05/06 BeamChek 2.2 Choice 8x 16 DF -L #1 BASE Fb = 1350 ADJ Fb = 1640 Conditions '91 NDS Min Bearing Area R1= 0.5 int R2= 0.5 int DL Defl <0.01 in. Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 8.0 ft Reaction 1 342 # Reaction 1 LL 104 # Beam Wt per ft 28.25 # Reaction 2 342 # Reaction 2 LL 104 # Beam Weight 226 # Maximum V 342 # Max Moment 684'# Max V (Reduced) 231 # TL Max Defl L / 240 TL Actual Defl L/>1000 LL Max Defl L / 360 LL Actual Dell L/>1000 Section (in3) Shear int TL Dell in LL Defl 300.31 116.25 0.00 <0.01 5.00 3.27 0.40 0.27 OK OK OK OK 2% 3% 1% 0% BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 57 =A Uniform LL: 26 Uniform Load A 0 0 R1 = 342 R2 = 342 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. I Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Base Values 1350 85 1.6 625 Base Adjusted 1640 106 1.6 625 CF Size Factor 0.972 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Uniform TL: 57 =A Uniform LL: 26 Uniform Load A 0 0 R1 = 342 R2 = 342 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. I c Concorde Consulting Group, Inc. 3505 Camino Del Rio South, #350 San Diego, CA 92108 Gellar Stables RB -2 Date: 10/05/06 BeamChek 2.2 Choice 6x 12 DF -L #1 BASE Fb = 1350 ADJ Fb = 1688 Conditions '91 NDS Min Bearing Area ' R1= 1.8 int R2= 1.8 int DL Defl 0.13 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 15.0 ft Reaction 1 1117 # Reaction 1 LL 404 # Beam Wt per ft 15.37 # Reaction 2 1117# Reaction 2 LL 404 # Beam Weight 231 # Maximum V 1117# Max Moment 5472'# Max V (Reduced) 1018# TL Max Defl L/240 TL Actual DO L / 907 LL Max Defl L/360 LL Actual Defl L / >1000 Section (in3) Shear (in2) TL Defl in LL Defl 121.23 63.25 0.20 0.07 38.91 14.37 0.75 0.50 OK OK OK OK' 32% 23% 26% 14% BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 88 =A Uniform LL: 40 Point LL Point TL Distance 104 B = 342 7.5 104 C = 342 7.5 Uniform Load A Pt loads: ©, Q R1=1117 R2=1117 SPAN = 15 FT Uniform and partial uniform loads are lbs per lineal ft. 7 Fb (psi) a Fv (psi) E (psi x mil) Fc -L (psi) Base Values 1350 85 1.6 625 Base Adjusted 1688 106 1.6 625 CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 88 =A Uniform LL: 40 Point LL Point TL Distance 104 B = 342 7.5 104 C = 342 7.5 Uniform Load A Pt loads: ©, Q R1=1117 R2=1117 SPAN = 15 FT Uniform and partial uniform loads are lbs per lineal ft. 7 Concorde Consulting Group, Inc. 3505 Camino Del Rio South, #350 San Diego, CA 92108 Gellar Stables RB -3 Date: 10/05/06 BeamChek 2.2 Choice 6x 14 DF -L #1 BASE Fb = 1350 ADJ Fb = 1666 Conditions ' Overhang,,'91 NDS Data Attributes Actual Critical Status Ratio Values Adiustments luluI Val II IV n1 ca n I = •r.c II I-nG= 1u.0 III- UL DCII U. 10 III Beam Span 17.0 ft Reaction 1 2612 # Reaction 1 LL 1129 # Beam Wt per ft 18.04 # Reaction 2 6269 # Reaction 2 LL 2711 # Beam Weight 433 # Maximum V 3679 # Overhang Length 7.0 ft Max Moment 9208'# Max V (Reduced) 3262 # Total Beam Length 24.0 ft TL Max Defl L/240 TL Actual Defl L/905 OH TL Actual Defl L / 329 LL Max Def] L/360 LL Actual Defl L/>1000 OH LL Actual Defl L / 719 Section (in3) Shear int TL Defl in LL Defl OH TL Defl OH LL Defl 167.06 74.25 0.23 0.10 0.51 0.23 66.34 46.06 0.85 0.57 0.70 0.47 OK OK OK OK OK OK 40% 62% 27% 17% 73% 50% BeamChek has automatically added the beam self -weight into the calculations. Loads ' Uniform TL: 352 =A Uniform LL: 160 (Uniform Ld on Backspan Only) Par Unif LL Par Unif TL Start End 160 K = 352 (OH) 0 7.0 Uniform Load A I K R1 = 2612 R2 = 6269 BACKSPAN = 17 FT OH = 7 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. NO Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Base Values 1350 85 1.6 625 Base Adjusted 1666 106 1.6 625 CF Size Factor 0.987 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads ' Uniform TL: 352 =A Uniform LL: 160 (Uniform Ld on Backspan Only) Par Unif LL Par Unif TL Start End 160 K = 352 (OH) 0 7.0 Uniform Load A I K R1 = 2612 R2 = 6269 BACKSPAN = 17 FT OH = 7 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. NO Concorde Consulting Group, Inc. 3505 Camino Del Rio South, #350 San Diego, CA 92108 Gellar Stables RB -4 Date: 10/05/06 BeamChek 2.2 Choice 8x 16 DF -L #1 BASE Fb = 1350 ADJ Fb = 1640 Conditions '91 NDS Min Bearing Area R1= 8.3 int R2= 6.1 int DL Defl 0.14 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 13.5 ft Reaction 1 5162 # Reaction 1 LL 2116 # Beam Wt per ft 28.25 # Reaction 2 3794 # Reaction 2 LL 1539 # Beam Weight 381 # Maximum V 5162 # Max Moment 26551* Max V (Reduced) 5011 # TL Max Defl L / 240 TL Actual Dell L/689 LL Max Defl L / 360 LL .Actual Defl L / >1000 Section (in3) Shear (in2) TL Defl in LL Defl 300.31 116.25 0.24 0.10 194.25 70.75 0.68 0.45 OK OK OK OK 65% 61% 35% 22% BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 88 =A Uniform LL: 40 Point LL Point TL Distance 2711 B = 6269 5.5 404 C = 1117 5.5 Uniform Load A Pt loads: 0 R1 = 5162 R2 = 3794 SPAN =13.5 FT Uniform and partial uniform loads are lbs per lineal ft. 111 Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Base Values 1350 85 1.6 625 Base Adjusted 1640 106 1.6 625 CF Size Factor 0.972 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 88 =A Uniform LL: 40 Point LL Point TL Distance 2711 B = 6269 5.5 404 C = 1117 5.5 Uniform Load A Pt loads: 0 R1 = 5162 R2 = 3794 SPAN =13.5 FT Uniform and partial uniform loads are lbs per lineal ft. 111 Concorde Consulting Group, Inc. Title : Job # 3505 Camino Del Rio South, Ste. 350 Dsgnr. Date: 10:13PM, 5 OCT 06 San Diego, CA 92108 Description Scope Rev: 580006 User: KW -0607271, Ver 5.8.0, 1 -Dec -2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software Description Gellar Stables [Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined RB -5 Timber Section Bx18 Beam Width in 7.500 Beam Depth in 17.500 Le: Unbraced Length ft 0.00 Tlmber Grade Douglas Fir, 20F - v7 FID - Basic Allow psi 2,000.0 Fv - Basic Allow psi 240.0 Elastic Modulus ksi 1,600.0 Load Duration Factor - 1.250 Member Type Sawn Repetitive Status No Center Span Data Span ft 16.50 Dead Load #/ft 40.00 Live Load #/ft 88.00- 8.00Point Point#1 DL lbs 2,711.00 LL lbs 6,269.00 @ X ft 8.250 Point #2 DL lbs 404.00 LL lbs 117.00 @ X ft 8.250 Results Ratio.= 0.5694 Mmax @ Center in -k 522.57 @ X = ft 8.25 fb : Actual psi 1,365.1 Fb : Allowable psi 2,397.4 Bending OK fv : Actual psi 64.2. Fv : Allowable psi 300.0 Shear OK Reactions @ Left End DL lbs 1,887.50 LL lbs 3,919.00 Max. DL+LL lbs 5,806.50 @ Right End DL lbs 1,887.50 LL lbs 3,919.00 Max. DL+LL lbsi 5,806.50 Deflections Ratio OK Center DL Defl in -0.106 L/Defl Ratio 1,860.2 Center LL DefI in -0.220 L/Defl Ratio 899.7 Center Total Defl in -0.327 Location ft 8.250 L/Defl Ratio 606.4 /0 Concorde Consulting Group, Inc. 3505 Camino Del Rio South, #350 San Diego, CA 92108 Gellar Stables RB -6 Date: 10/05/06 BeamChek 2.2 Choice 8x 12 DF -L #1 BASE Fb = 1350 ADJ Fb = 1688 Conditions '91 NDS Min Bearing Area R1= 6.3 int R2= 6.3 int DL Dell <0.01 in. Data Attribute's Actual Critical Status Ratio Values Adiustments Beam Span 4.0 ft Reaction 1 3911 # Reaction 1 LL 1638 # Beam Wt per ft 20.96 # Reaction 2 3911 # Reaction 2 LL 1638 # Beam Weight 84 # Maximum V 3911 # Max Moment 7604'# Max V (Reduced) 3806# TL Max Defl L / 240 TL Actual DefI L / >1000 LL Max Defl L / 360 LL Actual DO L / >1000 Section (in3) Shear int TL Defl in LL Defl 165.31 86.25 0.01 <0.01 54.07 53.74 0.20 0.13 OK OK OK OK 33% 62% 7% 5% BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 88 =A Uniform LL: 40 Point LL Point TL Distance 2711 B = 6269 2.0 404 C = 1117 2.0 Uniform Load A Pt loads: R1 = 3911 R2 = 3911 SPAN = 4 FT Uniform and partial uniform loads are lbs per lineal ft. 1/ Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Base Values 1350 85 1.6 625 Base Adjusted 1688 106 1.6 625 CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 88 =A Uniform LL: 40 Point LL Point TL Distance 2711 B = 6269 2.0 404 C = 1117 2.0 Uniform Load A Pt loads: R1 = 3911 R2 = 3911 SPAN = 4 FT Uniform and partial uniform loads are lbs per lineal ft. 1/ Concorde Consulting Group, Inc. 3505 Camino Del Rio South, #350 San Diego, CA 92108 Gellar Stables RB -7 Date: 10/05/06 BeamChek 2.2 Choice 8x 8 DF -L #1 BASE Fb = 1200 ADJ Fb = 1500 Conditions '91 NDS Min Bearing Area R1= 4.0 inz R2= 1.2 inz DL DO 0.02 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 6.0 ft Reaction 1 2482 # Reaction 1 LL 1061 # Beam Wt per ft 13.67 # Reaction 2 740 # Reaction 2 LL 308 # Beam Weight 82 # Maximum V 2482 # Max Moment 2453'# Max V (Reduced) 2418 # TL Max Defl L / 240 'TL Actual Defl L/>1000 LL Max Defl L / 360 LL Actual Defl L/>1000 Section (in3) Shear (int) TL Defl (in) LL Defl 70.31 56.25 0.04 0.02 19.62 34.14. 0.30 0.20 OK OK OK OK 28% 61% 13% 9% BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 88 =A Uniform LL: 40 Point LL Point TL Distance 1129 B = 2612 1.0 Uniform Load A Pt loads: R1 = 2482 R2 = 740 SPAN =6FT Uniform and partial uniform loads are lbs per lineal ft. /_2 Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Base Values 1200 85 1.6 625 Base Adjusted 1500 106 1.6 625 CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 88 =A Uniform LL: 40 Point LL Point TL Distance 1129 B = 2612 1.0 Uniform Load A Pt loads: R1 = 2482 R2 = 740 SPAN =6FT Uniform and partial uniform loads are lbs per lineal ft. /_2 rd Concorde Consulting Group, Inc. 3505 Camino Del Rio South, #350 San Diego, CA 92108 Gellar Stables RB -8 Date: 10/05/06 BeamChek 2.2 Choice 8x 8 DF -L #1 BASE Fb = 1200 ADJ Fb =1500 Conditions '91 NDS Min Bearing Area R1= 2.4 int R2= 2.4 inz DL Defl 0.01 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 4.0 ft Reaction 1 1509 # Reaction 1 LL 645 # Beam Wt per ft 13.67 # Reaction 2 1509 # Reaction 2 LL 645 # Beam Weight 55 # Maximum V 1509 # Max Moment 2815'# Max V (Reduced) 1446 # TL Max Defl L / 240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Section (in3) Shear (inz) TL Defl (in) LL DefI 70.31 56.25 0.02 <0.01 22.52 20.41 0.20 0.13 OK OK OK OK 32% 36% 10% 6% BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 88 =A Uniform LL: 40 Point LL Point TL Distance 1129 B = 2612 2.0 Uniform Load A Pt loads: 0 0 R1 =1509 R2 =1509 SPAN = 4 FT Uniform and partial uniform loads are lbs per lineal ft. 13 Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Base Values 1200 85 1.6 625 Base Adjusted 1500 106 1.6 625 CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 88 =A Uniform LL: 40 Point LL Point TL Distance 1129 B = 2612 2.0 Uniform Load A Pt loads: 0 0 R1 =1509 R2 =1509 SPAN = 4 FT Uniform and partial uniform loads are lbs per lineal ft. 13 Concorde Consulting Group, Inc. 3505 Camino Del Rio South, #350 San Diego, CA 92108 Gellar Stables RB -9 Date: 10/05/06 BeamChek 2.2 Choice 8x 12 DF -L #1 BASE Fb = 1350 ADJ Fb =1688 Conditions '91 NDS Min Bearing Area R1= 3.7 int R2= 2.8 inz DL Defl 0.14 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 13.5 ft Reaction 1 2332 # Reaction 1 LL 960 # Beam Wt per ft 20.96 # Reaction 2 1751 # Reaction 2 LL 709 # Beam Weight 283 # Maximum V 2332 # Max Moment 10750'# Max V (Reduced) 2227 # TL Max Defl L/240 TL Actual Defl L / 693 LL Max DefI L/360 LL Actual Defl L / >1000 Section (in3) Shear (in2) TL DO in LL Defl 165.31 86.25 0.23 0.10 76.45 31.44 0.68 0.45 OK OK OK OK 46% 36% 35% 22% Beam(;hek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 88 =A Uniform LL: 40 Point LL Point TL Distance 1129 B = 2612 5.25 Uniform Load A Pt loads: R1.= 2332 R2 = 1751 SPAN = 13.5 FT Uniform and partial uniform loads are lbs per lineal ft. Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Base Values 1350 85 1.6 625 Base Adjusted 1688 106 1.6 625 CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use Beam(;hek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 88 =A Uniform LL: 40 Point LL Point TL Distance 1129 B = 2612 5.25 Uniform Load A Pt loads: R1.= 2332 R2 = 1751 SPAN = 13.5 FT Uniform and partial uniform loads are lbs per lineal ft. OOTING DE'SIG *Soils report recommendations always supercede footing size and reinforcement noted on this page. ASBP (psf) . 1,000 Continuous Footings: WIDTH (in.) 15 DEPTH (IN.) 18 PMAx=(2x(D+6)+4)xWx(ASBP/144) = 5,417 lbs Saread Footinas Load (lbs) Pad No. Size (sq.) Depth (in.) #4 Rebar (E.W.) 25,000 P-1 60 24 5 20,500 P-2 54 24 5 16,330 P-3 48 24 4 12,540 P-4 42 18 4 7,500 P-5 33 18 3 4,100 P-6 24 12 1 2 Size=SUHT((LUAD/ASBP)x144) Tvoical Grade Beam And Continuous Footina U.N.O. By Soils Renort Pad No. Width (in.) Depth (in.) Rebar (E.W.) GB -1 18 24 2) #6 T & B w/ stirru s' er detail F-0 12 12 1)#5T&B F-1 15 18 2)#4T&B Note: Site walls up to 8' tall to be constructed per info bulletin 222 providing that the criteria there within is met. SECTION 3 -- LATERAL LOAD ANALYSIS (SEISMIC) r m �ATERAL ANALYSIS WIND Wind Speed = 80 mph Basic Wind Pressure: 16.4 psf Exposure = C Factor, Ce = 1.13 Factor, Cq = 1.3 Factor, I =1 Effective Wind Pressure = gxCgxCexI = 16.4x 1.13x 1.3x 1.0 = 24.09 use 24.0 psf SEISMIC (Note: Eh = V per calc's) Eh = (2:5 Ca/1.4 R)(WDL) = 0.19 WDL t 'Divided by 1.4 for Strength to A.S.D. Where: ZONE R CA NA SEISMIC SOURCE: B 4 5.5. 0.44 1.00 SOIL TYPE: So 1 STORY Vs= (RoofD.L.+ Wa11D.L )X 0.19 Vs= 5.7 p.s.f. SUMMARY OF LATERAL DESIGN UTILIZES THE FOLLOWING FORMULAS Eh = 1/2(Ab.e)(Adepth)(VS) �5 = E/T.L Overturning = �s X P.H. WIND GOVERNING LENGTHS L= (VW XILb) / Eh 1 Story Ht,;b =13 VW X Ht;b = 312 L=33.5 ft. ANALYZE EACH SHEAR LINE PER PLAN FOR WORST CASE CONDITION (i.e. Wind or Seismic). DESIGN ACCORDINGLY. 17 SUMMARY OF LATERAL DESIGN FOR EQ/WIND LOADS Grid Abase Adepth Veq (psf) Vwind (psq Effective Plate HL (fl) E Load Q (lbs) Wind Load (lbs) Governing Lateral Load (lbs) Shear Wall Length (ft) Total Wall Length (n) Unit Shear (Vs) Gross Uplift in p Lbs ype o Shear Wall Holdowns First Floor A 4 19.5 5.7 24 8 271 192 271 Simpson Strong Wall (I.C.B.O PFC-5485) (1)SW18X8 B 20 49 5.7 24 8 3410 960 - 3410 Simpson Strong Wall (I.C.B.O PFC-5485) (1)SSW24X8 C 36.5 49 5.7 24 8 6224 1752 6224 See CMU wall calculation D 34 49 5.7 24 8 5797 1632 5797 See CMU wall calculation E 47 49 5.7 24 8 8014 2256 8014 See CMU wall calculation F 47 49 5.7 24 8 8014 2256 8014 See CMU wall calculation G 18 49 5.7 24 8 3069 864 3069 See CMU wall calculation H 5.5 49 5.7 24 8 938 264 938 Simpson Strong Wall (I.C.B.O PFC-5485) (I)SWIM V - 15 105 5.7 24 8 5481 720 5481 See CMU wall calculation 2 34 105 5.7 24 8 12423 1632 1 12423 6.5X4 26 478 3822 3 HD6A 3 32 105 5.7 24 8 11692 1536 11692 6.5X4 26 450 3598 3 HD5A 4 15 105 5.7 24 8 5481 720 5481 See CMU wall calculation �1 Redundancy Calculations Grid Width Length Area Vi ri A 4 19.5 78 271 0.4 B 20 49 980 3410 4.8 C 36.5 49 1789 6224 8.8 D 34 49 1666 5797 8.2 E 47 49 2303 8014 11.3 F '47 49 2303 8014 11.3 G 18 49 882 ` 3069 4.3 H 5.5 49 270 938 1.3 1 15 105 1575 5481 7.7 2 34 105 3570 12423 17.5 3 32 105 • 3360 11692 16.5 4 15 105 1575 5481 7.7 20350 70815 P sq rt area 17.5 .142.6534 0.17543 rounded e=2-[20/riMAX (sqrt area)] 0.18 142.65 1.22109281 Shears amplified by above ratio CONVENTIONAL SHEAR WALL SCHEDULE CONVENTIONAL TJI JST. SW. TRANSFER SYMBOL SHEAR (pu) MATERIAL AND NAILING DESCRIPTION ANCHOR BOLT SCHED. MINIMUM BOTTOM SHEAR TRANSFER TJI BLK'G MICRO LAM RIM JST./BLK'G W/ NAILS & BLOCKS SIMPSON CLIPS PLATE NAILINGTO PLATES SIMPSON CLIPS AO 180 STUCCO WOVEN WIRE AND PORTLAND MIENT PLASTER 7/8" TRICE /11 GAUGE 1 1/2" LANG 7/18' LEG 08' O.C. 5/8"0 ANCHOR BOLTS 0 48" O.C. 18 d 0 8' O.C. A35 0 24" O.C. 10 d 0 8" O.C. A35 0 24" O.C. Ai5/8"0 260 3/8" CDX PLYWOOD 8d 0 8" O.C. E.N. & 12" O.C. FN. ANCHOR BOLTS10 ®38" O C 18 d 0 8" O.C. 18 d 0 8" O.C. A35 0 18' O.C. d 0 4" O.C. STAGGERED A35 0 18" O.C. Q 380 # 3/8" COX PLYWOOD 8d 0 4' O.C. E.N. & 12" O.C. F.N. ON 3x MEMBERS (STUD AND SRI PIATE) 5/8"0 ANCHOR BOLTS10 0 24" O.C. 18 d 0 4" O.C. 18 d 0 4" O.C. A35 0 12" O.C. d 0 4" O.C. STAGGERED A35 0 12" O.C. 490 # 3/8' CDX PLYWOOD 8d 0 3' O.C. E.N. & 12' O.C. FN. 5/8'0 ANCHOR BOLTS 3 ON 3x MEMBERS (STUD AND SILL PLATE) 0 19' O.C. 18 d 0 3' O.C. A35 0 8" O.C. A35 0 8" O.C. A550 # 1/2" STRUC 1 PLYWOOD 8d 0 3" O.C. E.N. & 12" O.C. F.N. 5/8"0 ANCHOR BOLTS 0 17" O.C. 18 d 0 3" O.C. A35 0 8" O.C. A35 0 8' O.C. 665 # 1/2" STRUC 1 PLYWOOD 10d • 3" O.C. E.N. & 12' O.C. F.N. 5/8"0 ANCHOR BOLTS /81x8" IAGS 0 8" O.0 A35 0 8' O.C. A35 0 8" O.C. ON 3x Z�ER3 (STUD AND SILL PIATE) 0 22" O.C. INTO 4x BLLCG 730 # 3/8" STRUC 1 PLYWOOD Od 0 2" O.C. EN. & 12" O.C. F.N. 5/8"0 ANCHOR BOLTS /81x8" LAGS 0 8" D.C. A35 0 8' O.C. A36 • e' O.C. 1 ON 3x MEMM (STUD AND SILL PLATE) 0 20" O.C. INTO 4x BIJCG 870 # 1/2" STRUC 1 PLYWOOD 10d • 2" O.C. E.N. & 12" O.C. F.N. 5/8"0 ANCHOR BOLTS /81x8' LAGS 0 8" D.C. A35 0 8" O.C. A96 • 8' O.C. MEMBERS ON 3x MEMBERS (STUD AND SELL PLATE) 0 18" O.C. INTO 4x BLK'G Q5/8"0 300 3/8' CDX PLYWOOD 8d O 4' O.C. EX. & 12' O.C. FX. ANCHOR BOLTS 0 24" O C 18 d 0 4" O.C. 18 d 0 4' O.C. A35 0 12" O.C. 10 d 0 4" O.C. STAGGERED A35 0 12' O.C. I. STUCCO AND/OR A/ VENEER OVER A PLYWOOD SHEARWALL WILL BE WATERPROOF WITH A MIN OF (2) LAYERS OF 15 LB PAPER. 2. ONLY COMMON NAILS ARE TO BE USED FOR ALL PLYWOOD SHEARWALLS. 3. NAIL GUNS USING 'CLIPPED HEAD" OR "SINKER" NAILS ARE NOT ACCEPTABLE 4. ALL BOLT HOLES TO BE DRILLED 1/32" MIN. TO 1/18' MAX OVERSIZED 6 5. USE DOUGLAS FIR #2 PRESSURE TREATED SILL PLATES. ENGINEER TO BE NOTIFIED FOR REDESIGN IF OTHER SPECIES SILL PLATES ARE USED (OR ARE A PART OF EXISTING BUILDING). # 8. CAPACITY IS GREATER THAN 350 PLF PROVIDE 3x SILL PLATES, REDUCE A.B. SPACING TO 50X OF THAT SHOWN IN THE TABLE: PROVIDE 3x STUDS AT ADJOINING PANEL EDGES. Concorde Consulting Group, Inc. 3505 Camino Del Rio South, Ste. 350 San Diego, CA 92108 User: KW -0607271. Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description Wall at Column Grid 4 title: Job # Dsgnr: Date: 11:21 PM, 5 OCT 06 Description : 0.Dp(@ 1/ Io:-ZW @ l/4io:'-ZW @ 6TMTMTMTMTM6?g TMTM TMTMTM6?az❑®Ga @ @ Scope : NC„m?,uy#©Mi @H<4$yyi @-uBDCEFn? ;Zlender Masonry General Information Calculations are designed to 97-UBC/03-IBC/03-NFPA Requirements h Wall eight Thickness Rebar Size Rebar Spacing Rebar Location Solid Grouted 8.00 ft 8.0 in 5 16 in , Edge f'm fy Wall Wt Multiplier Medium -Weight Block Fr = 2.5 ' (f'm)A.5 Seismic Factor 1,500.0 psi 60,000.0 psi 1.00 2.50 0.300 Loads Factored Load Bending : Seismic Load Governs Service Load Deflection Vertical Loads... Wind Load (full height) 24.00 psf Uniform Eccentric Load... Moment Capacity 54,596:21 in-# Lateral Loads... 0.672 in Dead Load 204.00 #/ft Seismic Wind Live Load 170.00 #/ft point Load 0.00 lbs Eccentricity 0.00 in @ height g 0.00 ft Roof Mu:(1.2D+f1'L+1.OE),(1.2D+1.6Lr+.8W) Seismic 1,845.8 in-# Concentric Load... Overstress Precentage Distributed Load 85.60 #/ft Dead Load 0.00 #/ft Dist. to Top 0.00 ft Live Load 0.00 Wilt Dist. to Bottom 0.00 ft Roof Actual Deflection Ratio Seismic 25,954.3 Summary Actual Reinforcing Percentage 0.0037 0.0037 Allowable Max. Reinf. Percent = 0.5 ' Rho Bal 0.0053 Wall Design OK 8.00ft high, 8.00in thick w/ #5 bars at 16.00in on center at edge, MedWt Block f'm = 1,500.0psi, Fy = 60,000.Opsi, Special Inspection Req'd, Solid Grouted Factored Load Bending : Seismic Load Governs Service Load Deflection : Wind Load Governs Maximum Iterated Moment: Mu 3,145.43 in-# Maximum Iterated Deflection 0.004 in Moment Capacity 54,596:21 in-# Deflection Limit 0.672 in Seismic Wind Mn ' Phi : Moment Capacity 54,596.2 in-# 54,596.2 in-# Mu:(0.9D+1.OE),(1.2D+1.3W+fi'L+.5Lr) 3,145.4 in-# 2,998.6 in-# Mu:(1.2D+f1'L+1.OE),(1.2D+1.6Lr+.8W) 3,145.4 in-# 1,845.8 in-# Overstress Precentage 0.00 0.00 Allow Deflection: 0.007' Height 0.672 in 0.672 in Max Iterated Service Load Deflection 0.004 in 0.004 in Actual Deflection Ratio 26,642.2 25,954.3 Actual Reinforcing Percentage 0.0037 0.0037 Allowable Max. Reinf. Percent = 0.5 ' Rho Bal 0.0053 0.0053 Actual Axial Stress : (Pw + Po) / Ag 5.66psi 5.66 psi Allowable Axial Stress = 0.04' f'm 60.00psi 60.00 psi P -Delta Analysis Factored Load Analysis Seismic Wind Basic Moment without P -Delta 3,142.39 in-# 2,995.20 in-# Basic Deflection without P -Delta 0.01 in 0.00 in Moment in excess of Cracking Moment 0.00 in-# 0.00 in-# Max. Iterated Wall Deflection 0.01 in 0.00 in Max. Iterated Wall Moment 3,145.43 in-# 2,998.59 in-# Service Load Analysis Seismic Wind Basic Moment without P -Delta 2,244.57 in-# 2,304.00 in-# Basic Deflection without P -Delta 0.00 in 0.00 in Moment in excess of Cracking Moment 0.00 in-# 0.00 in-# Max. Iterated Wall Deflection 0.00 in 0.00 in Max. Iterated Wall Moment 2,246.37 in-# 2,305.91 in-# Concorde Consulting Group, Inc. 3505 Camino De! Rio South, Ste. 350 San Diego, CA 92108 User: KW -0607271, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description Wall at Column Grid 4 Title : Job # Dsgnr: Date: 11:21 PM, 5 OCT 06 Description : Q Flu(@1/4io:-ZW@1/,io:^-ZW@STMTMTMTMTMe7STMTM ' TMTMTM6?az❑@Ga@ @ Scope: N❑„m?,by#©CEi@H<4tyyi@-u8❑CEFn? Slender Masonry Wall stabl es.ecw: Ca I culation s Load Summary, Vertical Load Summary... Lateral Load Summary... DC @ Max. Mom Loc. 516.00 lbs 1.3 ' Wind Load 31.20 psf LL @ Max. Mom Loc. 0.00 lbs 1.7' Wind Load 40.80 psf 0.9 . Dead Load 464.40 lbs Seismic Factor' Wall Wt. 32.76 psf 1.05 ` Dead Load 541.80 lbs 1.43' Seismic Weight 46.85 psf 1.275 ' Live Load 0.00 lbs 1.87 ' Seismic Weight 6126 psf Wall Weight 78.00 psf Rebar "d" Distance 5.25 in Wall Weight' Seismic Factor 32.76 psf Analysis Values Phi 0.80 Mn = Phi ' As-eff ' Fy ` (d -a/2) Equivalent Solid Thickness 7.60 in Wind 54,596.21 in-# Gross Area 91.20 in Seismic 54,596.21 in-# A -steel 0.23 int Em = 900 ` fm 1350000.00 psi As - Percent 0.0037 n = 29E6 / Em 21.48 As -Effective = (Pu + As ' Fy) / Fy Fr = 2.5 ' (f'm)^.5 96.82 ps As-eff : Wind 0.242 in2 Sgross 116.28 in As-eff : Seismic 0.242 in2 Mcracking = SgrossFr 11,258.83 in 'a' : Compression Block I -Gross 443.32 in4 W: Wind 0.95 in I -Cracked - Wind 94.28 in4 a' :Seismic 0.95 in I -Cracked - Seismic 94.28 in4 Phi: Wind 0.800 Phi: Seismic 0.800 Concorde Consulting Group, Inc. 3505 Camino Del Rio South, Ste. 350 San Diego, CA 92108 User: KW -0607271, Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Description Wall at Column Grid 1 General Information Title : Job # Dsgnr: Date: 11:21 PM, 5 OCT 06 Description : Q.[- N( @ �/4 IPJ:-ZW @'/410:-ZW @ STMTMTMTMTM6?§TMTM TTMTM a?az❑®Ga@ @ Scope: N0,,m?,by#©CEi @H<4tgj i @-u8❑CEFn? Slender Masonry Wall stables. ecw: Cal cu tet i on s Calculations are designed to 97-UBC/03-IBC/03-NFPA Requirements Wall Height 8.00ft f'm Thickness 8.0 in fy Rebar Size 5 Wall Wt Multiplier Rebar Spacing 16 in Medium Weight Block Rebar Location Edge Fr = 2.5 . (f'm)A.5 Solid Grouted Seismic Factor N Summary Ii 1,500.0 psi 60,000.0 psi 1.00 2.50 0.300 0.00 lbs 0.00 ft 87.00 #/ft 0.00 ft 0.00 ft Wall Design OK 8.0Oft high, 8.00in thick w/ #5 bars at 16.0Oin on center at edge, MedWt Block Uniform Eccentric Load... Lateral Loads... Dead Load 204.00 #/ft : Wind Load Governs Live Load 170.00 #/ft point Load Eccentricity 0.00 in @height Roof Seismic Concentric Load... Wind Distributed Load Dead Load 0.00 #/ft Dist. to Top Live Load 0.00 #/ft Dist. to Bottom Roof Seismic N Summary Ii 1,500.0 psi 60,000.0 psi 1.00 2.50 0.300 0.00 lbs 0.00 ft 87.00 #/ft 0.00 ft 0.00 ft Wall Design OK 8.0Oft high, 8.00in thick w/ #5 bars at 16.0Oin on center at edge, MedWt Block fm = 1,500.Opsi, Fy = 60,000.Opsi, Special Inspection Req'd, Solid Grouted Factored Load Bending : Seismic Load Governs Service Load Deflection : Wind Load Governs Maximum Iterated Moment: Mu 3,145.43 in-# Maximum Iterated Deflection 0.004 in Moment Capacity 54,596.21 in-# Deflection Limit 0.672 in Seismic Wind Mn ' Phi : Moment Capacity 54,596.2 in-# 54,596.2 in-# Mu:(0.9D+1.OE),(1.20+1.3W+f1'L+.5Lr) 3,145.4 in-# 2,998.6 in-# Mu:(1.2D+fi'L+1.OE),(1.2D+1.6Lr+.8W) 3,145.4 in-# 1,845.8 in-# Overstress Precentage 0.00 0.00 Allow Deflection: 0.007 ' Height 0.672 in 0.672 in Max Iterated Service Load Deflection 0.004 in 0.004 in Actual Deflection Ratio 26,642.2 25,954.3 Actual Reinforcing Percentage 0.0037 0.0037 Allowable Max. Reinf. Percent = 0.5 ' Rho Bal 0.0053 0.0053 Actual Axial Stress : (Pw + Po) / Ag 5.66psi 5.66 psi Allowable Axial Stress = 0.04 * Vim 60.00psi 60.00 psi P -Delta Analysis Factored Load Analysis Seismic Wind Basic Moment without P -Delta 3,142.39 in-# 2,995.20 in-# Basic Deflection without P -Delta 0.01 in 0.00 in Moment in excess of Cracking Moment 0.00 in-# 0.00 in-# Max. Iterated Wall Deflection 0.01 in 0.00 in Max. Iterated Wall Moment 3,145.43 in-# 2,998.59 in-# Service Load Analysis Seismic Wind Basic Moment without P -Delta 2,244.57 in-# 2,304.00 in-# Basic Deflection without P -Delta 0.00 in 0.00 in Moment in excess of Cracking Moment 0.00 in-# 0.00 in-# Max. Iterated Wall Deflection 0.00 in 0.00 in Max. Iterated Wall Moment 2,246.37 in-# 2,305.91 in-# .z3 Concorde Consulting Group, Inc. 3505 Camino Del Rio South, Ste. 350 San Diego, CA 92108 Rev: 580001 User: KW -0607271, Ver 5.8.0, (c)1983.2003 ENERCALC Enc Description Wall at Column Grid 1 Title : Job # Dsgnr: Date: 11:21 PM, 5 OCT 06 Description : Q lip(.@1�4io:-ZW @1/4io:-ZW OQ STMTMTMTMTMe7STMTM TMTMTM6?aZ [_10Ga QQ @ Scope: NC„m?,09#©CEi@H<4tyyi@-u8❑CEFn? Slender Masonry Wall stabl a s. em Cal cu lat i ons Load Summary Vertical Load Summary... Lateral Load Summary... DL @ Max. Mom Loc... 516.00 lbs 1.3' Wind Load 31.20 psf LL @ Max. Mom Loc. 0.00 lbs 1.7' Wind Load 40.80 psf 0.9' Dead Load 464.40 lbs Seismic Factor ` Wall Wt. 32.76 psi 1.05 ' Dead Load 541.80 lbs 1.43 ' Seismic Weight 46.85 psf 1.275 ' Live Load 0.00 lbs 1.87 ' Seismic Weight 61.26 psf Wall Weight 78.00 psf Rebar "d" Distance 5.25 in Wall Weight' Seismic Factor 32.76 psf Analysis Values Phi 0.80 Mn = Phi ' As-eff ' Fy ' (d -a/2) Equivalent Solid Thickness 7.60 in Wind 54,596.21 in-# Gross Area 91.20 in Seismic 54,596.21 in -9 A -steel 0.23 in2 Em = 900 ' fm 1350000.00 psi As - Percent 0.0037 n = 29E6 / Em 21.48 As -Effective = (Pu + As ' Fy) / Fy Fr = 2.5 ' (f'm)A.5 96.82 ps As-eff : Wind 0.242 in2 Sgross 116.28 in As-eff : Seismic 0.242 in2 Mcracking = Sgross ' Fr 11,258.83 in 'a' : Compression Block I -Gross 443.32 in4 " .a': Wind 0.95 in I -Cracked - Wind 94.28 in4 .a': Seismic 0.95 in I -Cracked - Seismic 94.28 in4 Phi: Wind 0.800 Phi: Seismic 0.800 zv Concorde Consulting Group, Inc. Title : Job # 3505 Camino Del Rio South, Ste. 350 Dsgnr: Date: 11:21 PM, 5 OCT 06 Description :O up(@1/aio:-ZW@I/4Io:^-ZW@§TMTMTMTMTM6?gTMTM San Diego, CA 92108 TMTMTM •?" • e . azCl®Ga @ @ Scope: NC„m?,uyff©CEi@H<4tyyi@-u8oCEFn? User: KW -0607271, Ver 5.8.0, 1 -Dec -2003 Slender Masonry Wall Lateral Loads... (c)1983-2003 ENERCALC Engineering Software Dead Load 192.00 #/ft getter stables.ecw:Calculations Description Wall @ Column Grid G Live Load 160.00 #/ft General Information 0.00 lbs Calculations are designed to 97-UBC/03-IBC/03-NFPA Requirements Wall Height 8.00ft f'm 1,500.0 psi Thickness 8.0 in fy 60,000.0 psi Rebar Size 5 Wall Wt Multiplier 1.00 Rebar Spacing 16 in Medium Weight Block Live Load Rebar Location Edge Fr = 2.5 ` (f'm)A.5 2.50 Solid Grouted Seismic Seismic Factor 0.300 Uniform Eccentric Load... Lateral Loads... Wind Dead Load 192.00 #/ft Mn ' Phi : Moment Capacity 54,570.9 in-# Live Load 160.00 #/ft point Load 0.00 lbs Eccentricity 0.00 in @height 0.00 ft Roof 3,145.4 in-# Seismic Concentric Load... Overstress Precentage Distributed Load 76.70 #/ft Dead Load 0.00 #/ft Dist. to Top 0.00 ft Live Load 0.00 #/ft Dist. to Bottom 0.00 ft Roof 0.004 in Seismic nmary Wall Design OK 8.00ft high, 8.00in thick w/ #5 bars at 16.00in on center at edge, MedWt Block fm = 1,500.Opsi, Fy = 60,000.Opsi, Special Inspection Req'd, Solid Grouted Factored Load Bending : Seismic Load Governs Service Load Deflection : Wind Load Governs Maximum Iterated Moment: Mu 3,145.36 in-# Maximum Iterated Deflection 0.004 in Moment Capacity 54,570.94 in-# Deflection Limit 0.672 in -2S Seismic Wind Mn ' Phi : Moment Capacity 54,570.9 in-# 54,570.9 in-# Mu:(0.9D+1.OE),(1.2D+1.3W+f1'L+.5Lr) 3,145.4 in-# 2,998.5 in-# - Mu:(1.2D+f1'L+1.OE),(1.2D+1.6Lr+.8W) 3,145.4 in-# 1,845.7 in-# Overstress Precentage 0.00 0.00 Allow Deflection: 0.007 = Height 0.672 in 0.672 in Max Iterated Service Load Deflection 0.004 in 0.004 in Actual Deflection Ratio 26,642.7 25,954.8 Actual Reinforcing Percentage 0.0037 0.0037 Allowable Max. Reinf. Percent = 0.5 ' Rho Bal 0.0053 0.0053 Actual Axial Stress : (Pw + Po) / Ag 5.53 psi 5.53 psi Allowable Axial Stress= 0.04 . f'm 60.00psi 60.00 psi P -Delta Analysis Factored Load Analysis Seismic Wind Basic Moment without P -Delta 3,142.39 in-# 2,995.20 in-# Basic Deflection without P -Delta 0.01 in 0.00 in Moment in excess of Cracking Moment 0.00 in-# 0.00 in-# Max. Iterated Wall Deflection 0.01 in 0.00 in Max. Iterated Wall Moment 3,145.36 in-# 2,998.49 in-# Service Load Analysis Seismic Wind Basic Moment without P -Delta 2,244.57 in-# 2,304.00 in-# Basic Deflection without P -Delta 0.00 in 0.00 in Moment in excess of Cracking Moment 0.00 in-# 0.00 in-# Max. Iterated Wall Deflection 0.00 in 0.00 in Max. Iterated Wall Moment 2,246.33 in-# 2,305.86 in-# -2S Concorde Consulting Group, Inc. Title : Job # 3505 Camino Del Rio South, Ste. 350 Dsgnr. Date: 11:21 PM, 5 OCT 06 Description Q Mp(@141o:_2W@1�4Io:_2W@STMTMTMTMTMe7STMTM San Diego, CA92108 e.az❑®Ga@@ Scope: NEl„m?,uy#©CEi@H<4$yyi@-u8OCEFn? Rev:580001 User: KW -0607271, Ver 5.8.0, 1 -Dec -2003 Slender Masonry Wall (c)1983-2003 ENERCALC Engineering Software gellar stables.ecw:Calculations Description Wall @ Column Grid G Load Summary 'Vertical Load Summary... Lateral Load Summary... DL @ Max. Mom Loc. 504.00 lbs 1.3' Wind Load 31.20 psf LL @ Max. Mom Loc. 0.00 lbs 1.7 ` Wind Load 40.80 psf 0.9 ` Dead Load 453.60 lbs Seismic Factor' Wall Wt. 32.76 psf 1.05 ' Dead Load 529.20 lbs 1.43 ' Seismic Weight 46.85 psf 1.275 ` Live Load 0.00 lbs 1.87' Seismic Weight 61.26 psf Wall Weight 78.00 psf Rebar "d" Distance 5.25 in Wall WeightSeismic Factor 32.76 psf Analysis Values ` Phi 0.80 Mn = Phi ` As-eff ' Fy ' (d -a/2) Equivalent Solid Thickness 7.60 in ;,Wind 54,570.94 in-# Gross Area 91.20 in Seismic 54,570.94 in-# A -steel 0.23 int Em = 900 ' fm 1350000.00 psi As - Percent 0.0037 n = 29E6 / Em 21.48 As -Effective = (Pu + As ` Fy) / Fy 'Fr= 2.5* (f'm)A.5 96.82 ps As-eff : Wind 0.241. int Sgross 116.28 in As-eff : Seismic 0.241 int _ Mcracking = Sgross' Fr 11,258.83 in a': Compression Block I -Gross 443.32 in4 a': Wind 0.95 in I -Cracked - Wind 94.23 in4 a': Seismic 0.95 in I -Cracked - Seismic 94.23 in4 Phi: Wind 0.800 Phi: Seismic 0.800 d 12-(' Concorde Consulting Group, Inc. 3505 Camino Del Rio South, Ste. 350 San Diego, CA 92108 User: KW -0607271, Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Description Wall at Colum Grid E General Information Title : Job # Dsgnr: Date: 11:21 PM, 5 OCT 06 Description : O,0p{@'/4lfd:-ZW @1/4I0:_2W @§TMTMTMTMTMe7STMTM TMTMTMe?aZ�@Ga@ @ Scope : NCI„m?,Gy#©CEi @H<4tyyi @-u8DCEFn? Slender Masonry Wall stabl es. ecw: Calcu I ati on s Calculations are designed to 97-UBC/03-IBC/03-NFPA Requirements Wall Height 8.00 ft f'm Thickness 8.0 in fy Rebar Size 5 Wall Wt Multiplier Rebar Spacing 16 in Medium Weight Block Rebar Location Edge Fr = 2.5 * (f'm)A.5 Solid Grouted Seismic Factor 1,500.0 psi 60,000.0 psi 1.00 2.50 0.300 Vertical Loads... Wind Loadu eig ps Uniform Eccentric Load... Lateral Loads... Dead Load 192.00 #/ft Point Load 0.00 lbs Live Load 160.00 #/ft @ height 0.00 ft Eccentricity 0.00 in Seismic Roof Concentric Load... Distributed Load 457.90 #/ft Dead Load 0.00 #/ft Dist. to Top 0.00 ft Live Load 0.00 #/ft Dist. to Bottom 0.00 ft Roof Seismic Summary Wall Design OK 8.00ft high, 8.00in thick w/ #5 bars at 16.00in on center at edge, MedWt Block f'm = 1,500.Opsi, Fy = 60,000.Opsi, Special Inspection Req'd, Solid Grouted Factored Load Bending : Seismic Load Governs Service Load Deflection : Wind Load Governs Maximum Iterated Moment: Mu 3,145.36 in-# Maximum Iterated Deflection 0.004 in Moment Capacity 54,570.94 in-# Deflection Limit 0.672 in Seismic Wind Mn * Phi : Moment Capacity 54,570.9 in-# 54,570.9 in-# Mu:(0.9D+1.OE),(1.2D+1.3W+fi*L+.5Lr) 3,145.4 in-# 2,998.5 in-# Mu:(1.2D+f1*L+1.OE),(1.2D+1.6Lr+.8W) 3,145.4 in-# 1,845.7 in-# Overstress Precentage 0.00 0.00 Allow Deflection: 0.007 * Height 0.672 in 0.672 in Max Iterated Service Load Deflection 0.004 in 0.004 in Actual Deflection Ratio 26,642.7 25,954.8 Actual Reinforcing Percentage 0.0037 0.0037 Allowable Max. Reinf. Percent = 0.5 * Rho Bal 0.0053 0.0053 Actual Axial Stress : (Pw + Po) / Ag 5.53psi 5.53 psi Allowable Axial Stress = 0.04 * f'm 60.00psf 60.00 psi P -Delta Analysis Factored Load Analysis Seismic Wind Basic Moment without P -Delta 3,142.39 in-# 2,995.20 in-# Basic Deflection without P -Delta 0.01 in 0.00 in Moment in excess of Cracking Moment 0.00 in-# 0.00 in-# Max. Iterated Wall Deflection 0.01 in 0.00 in Max. Iterated Wall Moment 3,145.36 in-# 2,998.49 in-# Service Load Analysis Basic Moment without P -Delta Basic Deflection without P -Delta Moment in excess of Cracking Moment Max. Iterated Wall Deflection Max. Iterated Wall Moment Seismic 2,244.57 in-# 0.00 in 0.00 in-# 0.00 in 2,246.33 in-# Wind 2,304.00 in-# 0.00 in 0.00 in-# 0.00 in 2,305.86 in-# �?_7 Concorde Consulting Group, Inc. Title : Job # 3505 Camino Del Rio' South, Ste. 350 Dsgnr: Date: 11:21 PM, 5 OCT 06 San Diego, CA 921 O8 Description : Q TMlf @14Io:_2W @ ��4io:_2W @STMTMTMTMTM6?STMTM 9 r e.az❑@Ga@@ Scope: N'�„m?,uy#@ai@H<4$yyi@-u8oCEFn? User: KW -0607271, Ver 5.8.0,1 -Dec -2003 Slender Masonry Wall (c)1983-2003 ENERCALC Engineering Software Description Wall at Colum Grid E stable s. ecw:Calcu I at i on s Load Summary Vertical Load Summary... Lateral Load Summary... DL @ Max. Mom Loc. 504.00 lbs 1.3 . Wind Load 31.20 psf LL @ Max. Mom Loc. 0.00 lbs 1.7' Wind Load 40.80 psf 0.9' Dead Load 453.60 lbs Seismic Factor' Wall Wt. 32.76 psf 1:05' Dead Load 529.20 lbs 1.43' Seismic Weight 46.85 psf 1.275 ' Live Load 0.00 lbs 1.87 ' Seismic Weight 61.26 psf Wall Weight 78.00 psf Rebar "d" Distance 5.25 in Wall Weight' Seismic Factor 32.76 psf Analysis Values Phi 0.80 Mn = Phi ' As-eff ' Fy ' (d -a/2) Equivalent Solid Thickness 7.60 in Wind 54,570.94 in-# Gross Area 91.20 in Seismic 54,570.94 in-# A -steel 0.23 in2 Em = 900 ' fm 1350000.00 psi As - Percent 0.0037 n = 29E6 / Em 21.48 As -Effective = (Pu + As ` Fy) / Fy Fr = 2.5 ' (f'm)^.5 96.82 ps As-eff : Wind 0.241 in2 Sgross 116.28 in As-eff : Seismic 0.241 in2 Mcracking = Sgross ' Fr 11,258.83 in a' : Compression Block I -Gross 443.32 in4 'a' : Wind 0.95 in I -Cracked - Wind 94.23 in4 'a': Seismic 0.95 in I -Cracked - Seismic 94.23 in4 Phi: Wind 0.800 Phi: Seismic 0.800 Concorde Consulting Group, Inc. 3505 Camino Del Rio South, Ste. 350 San Diego, CA 92108 User: KW -0607271, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description Wall at Column Grid D General Information Title : Job # Dsgnr: Date: 11:21 PM, 5 OCT 06 Description : Q Dp(@1�4iO:-ZW@Y4jo:_2W@ STMTMTMTMTMe7STMTM TM TM TM a?az! I@Ga@ @ Scope : N❑„m?,uy#©CEi @H<4t99i @-u8DCEFn? Slender Masonry Wall sta ble s. ecw: Ca Icu lat ion s Calculations are designed to 97-UBC/03-IBC/03-NFPA Requirements Wall Height 8.00 ft f'm Thickness 8.0 in ty Rebar Size 5 Wall Wt Multiplier Rebar Spacing 16 in Medium Weight Block Rebar Location Edge Fr = 2.5 ' (f'm)A.5 Solid Grouted Distributed Load Seismic Factor 1,500.0 psi 60,000.0 psi 1.00 2.50 0.300 Uniform Eccentric Load... Lateral Loads... Dead Load 192.00 #/ft Point Load 0.00 lbs Live Load 160.00 #/ft @ height 0.00 ft Eccentricity 0.00 in Roof Seismic Concentric Load... Distributed Load 552.10 #/ft Dead Load 0.00 #/ft Dist. to Top 0.00 ft Live Load 0.00 #/ft Dist. to Bottom 0.00 ft Roof Seismic Summary Wall Design OK 8.00ft high, 8.00in thick w/ #5 bars at 16.00in on center at edge, MedWt Block f'm = 1,500.Opsi, Fy = 60,000.Opsi, Special Inspection Req'd, Solid Grouted Factored Load Bending : Seismic Load Governs Service Load Deflection : Wind Load Governs Maximum Iterated Moment: Mu 3,145.36 in-# Maximum Iterated Deflection 0.004 in Moment Capacity 54,570.94 in-# Deflection Limit 0.672 in Seismic Wind Mn " Phi : Moment Capacity 54,570.9 in-# 54,570.9 in-# Mu:(0.9D+1.OE),(1.2D+1.3W+f1'L+.5Lr) 3,145.4 in-# 2,998.5 in-# Mu:(1.2D+fi'L+1.OE),(1.2D+1.6Lr+.8W) 3,145.4 in-# 1,845.7 in-# Overstress Precentage 0.00 0.00 Allow Deflection: 0.007' Height 0.672 in 0.672 in Max Iterated Service Load Deflection 0.004 in 0.004 in Actual Deflection Ratio 26,642.7 25,954.8 Actual Reinforcing Percentage 0.0037 0.0037 Allowable Max. Reinf. Percent = 0.5 ' Rho Bal 0.0053 0.0053 Actual Axial Stress : (Pw+ Po) / Ag 5.53psi 5.53 psi Allowable Axial Stress = 0.04' f'm 60.00psi 60.00 psi P -Delta Analysis Factored Load Analysis Seismic Wind Basic Moment without P -Delta 3,142.39 in-# 2,995.20 in-# Basic Deflection without P -Delta 0.01 in 0.00 in Moment in excess of Cracking Moment 0.00 in-# 0.00 in-# Max. Iterated Wall Deflection 0.01 in 0.00 in Max. Iterated Wall Moment 3,145.36 in-# 2,998.49 in-# Service Load Analysis Basic Moment without P -Delta Basic Deflection without P -Delta Moment in excess of Cracking Moment Max. Iterated Wall Deflection Max. Iterated Wall Moment Seismic 2,244.57 in-# 0.00 in 0.00 in-# 0.00 in 2,246.33 in-# Wind 2,304.00 in-# 0.00 in 0.00 in-# 0.00 in 2,305.86 in-# 2-9 Concorde Consulting Group, Inc. 3505 Camino Del Rio South, Ste. 350 San Diego, CA 92108 User: KW -0607271, Ver 5.8.0, 1 -Dec -2003 (01983-2003 ENERCALC Engineering Software Description Wall at Column Grid D Title : Job # Dsgnr: Date: 11:21 PM, 5 OCT 06 Description : Q (]N(@Y, 1jo:-2W @^1/4io:-ZW @§TMTMTMTMTMe7STMTM V TMTMTM6?dzo@Ga® Scope: NUJ„m?,6yKCEi@H<4t9gi@-u8DCEFn? Slender Masonry Wall sta bles. ecw: Cal c u I ations Load Summary 78.00 psf Rebar "d" Distance 5.25 in Vertical Load Summary... 32.76 psf Lateral Load Summary... DL @ Max. Mom Loc. 504.00 lbs 1.3 * Wind Load 31.20 psf LL @ Max. Mom Loc. 0.00 lbs 1.7 * Wind Load 40.80 psf 0.9 * Dead Load 453.60 lbs Seismic Factor * Wall Wt. 32.76 psf 1.05 * Dead Load 529.20 lbs 1.43 * Seismic Weight 46.85 psf 1.275 * Live Load 0.00 lbs 1.87 * Seismic Weight 61.26 psf Wall Weight ' 78.00 psf Rebar "d" Distance 5.25 in Wall Weight * Seismic Factor 32.76 psf Analysis Values Phi 0.80 Mn = Phi * As-eff * Fy * (d -a/2) Equivalent Solid Thickness 7.60 in Wind 54,570.94 in-# Gross Area 91.20 in Seismic 54,570.94 in-# A -steel 0.23 in2 Em = 900 * fm 1350000.00 psi As -Percent 0.0037 n = 29E6 / Em 21.48 As -Effective = (Pu + As ' Fy) / Fy Fr = 2.5 ' (f'm)A.5 96.82 ps As-eff : Wind 0.241 in2 Sgross 116.28 in As-eff : Seismic 0.241 in2 Mcracking = Sgross ' Fr 11,258.83 in V: Compression Block ]-Gross 443.32 in4 V: Wind 0.95 in I -Cracked - Wind 94.23 in4 V: Seismic 0.95 in I -Cracked - Seismic 94.23 in4 Phi: Wind 0.800 Phi: Seismic 0.800 �O Concorde Consulting Group, Inc. Title: ,lob # 3505 Camino Del Rio South, Ste. 350 Dsgnr: Date: 11:21 PM, 5 OCT 06 San Diego, CA 92108 Description:OTmp(@ICn:-ZW@t�4lfd:-ZW@STMTMTMTMTMe7STMTM TM e. azE1@Ga@ @ Scope: NI_?„m?,uq#©CEi@H<4tyyi@-u8DCEFn? User: KW -0607271, ver 5.8.0, 1 -Dec -2003 Slender Masonry Wall 24.00 pst (c)1983-2003 ENERCALC Engineering Software Lateral Loads... gellar stables.emr..Calculations Description Wall at Columns Grid C Point Load 0.00 lbs Live Load 160.00 #/ft General Information Calculations are designed to 97-UBC/03-IBC/03-NFPA Requirements Wall Height '8.00 ft f'm 1,500.0 psi Thickness 8.0 in ty 60,000.0 psi Rebar Size 5 Wall Wt Multiplier 1.00 Rebar Spacing 16 in Medium Weight Block 0.00 ft Rebar Location Edge Fr = 2.5 * (f'm)A.5 2.50 Solid Grouted Seismic Factor 0.300 Vertical Loads... Wind Load (full height) 24.00 pst Uniform Eccentric Load... Lateral Loads... P -Delta Analysis Dead Load 192.00 #/ft Point Load 0.00 lbs Live Load 160.00 #/ft @ height 0.00 ft Eccentricity 0.00 in 2,995.20 in-# Basic Deflection without P -Delta Roof Seismic Moment in excess of Cracking Moment Concentric Load... Distributed Load 177.80 #/ft Dead Load 0.00 #/ft Dist. to Top 0.00 ft Live Load 0.00 #/ft Dist. to Bottom 0.00 ft Roof Seismic Summary Wall Design OK 8.00ft high, 8.00in thick w/ #5 bars at 16.00in on center at edge, MedWt Block fm = 1,500.Opsi, Fy = 60,000.Opsi, Special Inspection Req'd, Solid Grouted Factored Load Bending : Seismic Load Governs Service Load Deflection : Wind Load Governs Maximum Iterated Moment: Mu 3,145.36 in-# Maximum Iterated Deflection 0.004 in Moment Capacity 54,570.94 in-# Deflection Limit 0.672 in Seismic Wind Mn * Phi : Moment Capacity 54,570.9 in-# 54,570.9 in-# Mu:(0.9D+1.OE),(1.2D+1.3W+fl*L+.5Lr) 3,145.4 in-# 2,998.5 in-# Mu:(1.2D+fl*L+1.OE),(1.2D+1.6Lr+.8W) 3,145.4 in-# 1,845.7 in-# Overstress Precentage 0.00 0.00 Allow Deflection: 0.007 * Height 0.672 in 0.672 in Max Iterated Service Load Deflection 0.004 in 0.004 in Actual Deflection Ratio 26,642.7 25,954.8 Actual Reinforcing Percentage 0.0037 0.0037 Allowable Max. Reinf. Percent = 0.5 * Rho Bal 0.0053 0.0053 Service Load Analysis Basic Moment without P -Delta Basic Deflection without P -Delta Moment in excess of Cracking Moment Max. Iterated Wall Deflection Max. Iterated Wall Moment Seismic 2,244.57 in-# 0.00 in 0.00 in-# 0.00 in 2,246.33 in-# Wind 2,304.00 in-# 0.00 in 0.00 in-# 0.00 in 2,305.86 in-# 3l Actual Axial Stress : (Pw + Po) / Ag Allowable Axial Stress = 0.04f'm 5.53psi 60.00psi 5.53 psi 60.00 psi P -Delta Analysis Factored Load Analysis Seismic Wind Basic Moment without P -Delta 3,142.39 in-# 2,995.20 in-# Basic Deflection without P -Delta 0.01 in 0.00 in Moment in excess of Cracking Moment 0.00 in-# 0.00 in-# Max. Iterated Wall Deflection 0.01 in 0.00 in Max. Iterated Wall Moment 3,145.36 in-# 2,998.49 in-# Service Load Analysis Basic Moment without P -Delta Basic Deflection without P -Delta Moment in excess of Cracking Moment Max. Iterated Wall Deflection Max. Iterated Wall Moment Seismic 2,244.57 in-# 0.00 in 0.00 in-# 0.00 in 2,246.33 in-# Wind 2,304.00 in-# 0.00 in 0.00 in-# 0.00 in 2,305.86 in-# 3l Concorde Consulting Group, Inc. Title : Job # 3505 Camino Del Rio South, Ste. 350 Dsgnr: Date: 11:21 PM, 5 OCT 06 San Die CA 92108 Description :Opp(@��4io:-ZW@Y4io:-2W@STMTMTMTMTM6?§TMTM Diego, TMTMTM6?azD@Ga@ @ Scope: N01„m?,6y#@CEi @H<4t99i @-u8❑CEFn? Rev: 580001 User: KW -0607271, Ver 5.8.0, 1 -Dec -2003 Slender Masonry Wall (c)1983=2003 ENERCALC Engineering Software gellar stables.ecw:Calculations s Description Wall at Columns Grid C Load Summary Vertical Load Summary... Lateral Load Summary... DL @ Max. Mom Loc. 504.00 lbs 1.3 ` Wind Load 31.20 psf LL @ Max. Mom Loc. 0.00 lbs 1.7. Wind Load 40.80 psf 0.9' Dead Load 453.60 lbs Seismic Factor' Wall Wt. 32.76 psf 1.05 ` Dead Load 529.20 lbs 1.43' Seismic Weight 46.85 psf 1.275 ` Live Load 0.00 lbs 1.87 ` Seismic Weight 61.26 psf Wall Weight 78.00 psf Rebar "d" Distance 5.25 in Wall Weight' Seismic Factor 32.76 psf Analysis Values Phi 0.80 Mn = Phi ` As-eff ' Fy ' (d -a/2) Equivalent Solid Thickness. 7.60 in Wind 54,570.94 in-# Gross Area 91.20 in Seismic 54,570.94 in-# A -steel 0.23 in2 Em = 900 ' fm 1350000.00 psi As - Percent 0.0037 in = 29E6 / Em 21.48 As -Effective = (Pu + As ` Fy) l Fy Fr = 2.5 ' (f'm)^.5 96.82 ps As-eff : Wind 0.241 in2 Sgross 116.28 in As-eff : Seismic 0.241 in2 Mcracking = Sgross ' Fr 11,258.83 in 'a' : Compression Block I -Gross 443.32 in4 'a': Wind 0.95 in I -Cracked - Wind 94.23 in4 -'a': Seismic 0.95 in I -Cracked - Seismic 94.23 in4 Phi: Wind 0.800 Phi: Seismic 0.800 J Z. P =) --I Z �s 4 -�Ival 4 TX Coll — 3'l-2, r -32 3i h 1<413� �Ro•�1 0 � 1 roc J,:�- Z PROJECT: Gellar Stables CLIENT : Skip Lench JOB NO.: 06-203 DATE INPUT DATA Min. LATERAL FORCE ALONG L SIDE: WL, WIND = 138 plf,for wind WL, SEISMIC - 300 plf,for seismic LATERAL FORCE ALONG B SIDE: we, WIND = 138 plf,for wind We, SEISMIC = 600 plf,for seismic DIMENSIONS: L = 99.25 ft , B = 48.25 ft Br = 24.125 ft , B2 = 0 It PANEL GRADE (0 or 1) = 1 - Sheathing and Single -Floor MINIMUM NOMINAL FRAMING WITH (2 or 3) _ '2 in MINIMUM NOMINAL PANEL THICKNESS = 15/32 in o c� COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.43' DESIGN SUMMARY Al: (2) - 14 It x 48.25 ft BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 2.5 in O.C. BOUNDARY / 4 in O.C. EDGES / 12"O.C. FIELD. A2: (2) - 4 ft x 48.25 ft BLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6" O.C. BOUNDARY & EDGES / 12"O.CFIELD. A3: (1) - 63.25 ft x 48.25 ft UNBLOCKED 15/32 SHEATHING WITH 8d COMMON NAILS @ 6" O.C. ALL EDGES / 12"O.CFIELD. PAGE: DESIGN BY : KMK REVIEW BY. KMK L TT,=C, m j Li Case I THE CHORD FORCES: TL = CL = 7.66 k TB = CB = 1.76 k THE DRAG STRUT FORCES Ft = 0.00 k FZ = 0.00 k THE MAXIMUM DIAPHRAGM DEFLECTION: A = 1.55 in J L� ALYSIS DIAPHRAGM IS CONSIDER FLEXIBLE IF ITS MAXIMUM LATERAL DEFORMATION IS MORE THAN TWO TIMES THE AVERAGE SHEAR -L DEFLECTION OF THE ASSOCIATED STORY. WITHOUT FURTHER CALCULATIONS, ASSUME A FLEXIBLE DIAPHRAGM HERE. )M THE TABLE 3.1 IN ASD MANUAL SUPP, PAGE SP -12, THE PANEL BENDING STRENGTH CAPACITY IS 355 in-lbs/ft, THAT IS THE DHRAGM CAN RESISTS 59 psf GRAVITY LOADS (DL+LL) AT 2'-0" o.c. SPACING SUPPORTS. MAX DIAPHRAGM DIMENSION RATIO L / B = 2.1 < 3, [satisfactory] MAX SHEAR FORCE ALONG B SIDE VL = 309 plf, ( Boundary Spacing = 2.5 in, Edges RegD = 4 in) MAX SHEAR FORCE ALONG L SIDE vB = 146 plf, ( Required Boundary/Edges Nail Spacing for Case 3 = 6 in) ALLOWABLE SHEAR FORCE FOR CASE 1 @ 6 in NAIL SPACING v1 = 221 plf, L1 = 35.6 ft MAX ALLOWABLE UNBLOCKED SHEAR FORCE FOR CASE 1 v1 = 197 plf, L2 = 31.7 ft THE SHEAR CAPACITIES PER IBC Table 2306.3.2 / URC Tahle 23 -II -H Min. Min. Member Blocked Nail Spacing Panel Grade Common Penetratio Thickness Width Unblocked Boundary / Other Edges 1 Nail (in) (in) (in) 6/6 4/6 2.5/4 2/3 Case I Others Sheathing and Single -Floor 8d 11/2 1 15/32 2 / r ry.✓ � THE CHORD FORCES: TL = CL = 7.66 k TB = CB = 1.76 k THE DRAG STRUT FORCES Ft = 0.00 k FZ = 0.00 k THE MAXIMUM DIAPHRAGM DEFLECTION: A = 1.55 in J L� ALYSIS DIAPHRAGM IS CONSIDER FLEXIBLE IF ITS MAXIMUM LATERAL DEFORMATION IS MORE THAN TWO TIMES THE AVERAGE SHEAR -L DEFLECTION OF THE ASSOCIATED STORY. WITHOUT FURTHER CALCULATIONS, ASSUME A FLEXIBLE DIAPHRAGM HERE. )M THE TABLE 3.1 IN ASD MANUAL SUPP, PAGE SP -12, THE PANEL BENDING STRENGTH CAPACITY IS 355 in-lbs/ft, THAT IS THE DHRAGM CAN RESISTS 59 psf GRAVITY LOADS (DL+LL) AT 2'-0" o.c. SPACING SUPPORTS. MAX DIAPHRAGM DIMENSION RATIO L / B = 2.1 < 3, [satisfactory] MAX SHEAR FORCE ALONG B SIDE VL = 309 plf, ( Boundary Spacing = 2.5 in, Edges RegD = 4 in) MAX SHEAR FORCE ALONG L SIDE vB = 146 plf, ( Required Boundary/Edges Nail Spacing for Case 3 = 6 in) ALLOWABLE SHEAR FORCE FOR CASE 1 @ 6 in NAIL SPACING v1 = 221 plf, L1 = 35.6 ft MAX ALLOWABLE UNBLOCKED SHEAR FORCE FOR CASE 1 v1 = 197 plf, L2 = 31.7 ft THE SHEAR CAPACITIES PER IBC Table 2306.3.2 / URC Tahle 23 -II -H (vote: I ne Inolcatea snear numoers nave reaucea Dy specitic gravity tactor per IBB note a / UBG notel of the table. CHORD FORCES: TL = CL- (WLLZ) / (813) = 7.66 k TB = C8 = (waB2 ) / (8L) = 1.76 k DRAG STRUT FORCES: Fr = 0.5 (B-2Bt) MAX( v1, WIND, Oovi, SEISMIC ) = 0.00 k Oo = 2.8 (UBC 1633.2.6, FZ = BZ MAX( vt, WIND, Oovt, SEISMIC) = 0.00 k or IBC 1620.1.6) MAXIMUM DIAPHRAGM DEFLECTION: ( Section 3.3, ASD MANUAL SUUP, Page SW -12) a A = ABe,rltng +OS'lenr + ONail slip + AC/md sldice slip 8EAB + ILL + 0.188Le,, + E BCx) - 1.548 In 4Gt Where: vL = 309 plf L = 99 ft E = 1.7E+06 psi A = 21.75 in` B= 48 ft G= 9.0E+04 psi,(UBC97 Page3.421) t= 0.298 in,(UBC97 Page3-420) en = 0.037 in,(UBC97 Page3-422) £(Dcx) = 45.00 in Note: The deflection, A, above is based on completely blocked. For unblocked diaphragm, 2.4A should be used. Technical References: 1. "National Design Specification, NDS", 2001 Edition, AF&AP, AWC, 2001. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. �� Min. Min. Member Blocked Nail Spacing Panel Grade Common Penetratio Thickness Width Unblocked Boundary / Other Edges 1 Nail (in) (in) (in) 6/6 4/6 2.5/4 2/3 Case I Others Sheathing and Single -Floor 8d 11/2 1 15/32 2 221 295 435 1 492 197 148 (vote: I ne Inolcatea snear numoers nave reaucea Dy specitic gravity tactor per IBB note a / UBG notel of the table. CHORD FORCES: TL = CL- (WLLZ) / (813) = 7.66 k TB = C8 = (waB2 ) / (8L) = 1.76 k DRAG STRUT FORCES: Fr = 0.5 (B-2Bt) MAX( v1, WIND, Oovi, SEISMIC ) = 0.00 k Oo = 2.8 (UBC 1633.2.6, FZ = BZ MAX( vt, WIND, Oovt, SEISMIC) = 0.00 k or IBC 1620.1.6) MAXIMUM DIAPHRAGM DEFLECTION: ( Section 3.3, ASD MANUAL SUUP, Page SW -12) a A = ABe,rltng +OS'lenr + ONail slip + AC/md sldice slip 8EAB + ILL + 0.188Le,, + E BCx) - 1.548 In 4Gt Where: vL = 309 plf L = 99 ft E = 1.7E+06 psi A = 21.75 in` B= 48 ft G= 9.0E+04 psi,(UBC97 Page3.421) t= 0.298 in,(UBC97 Page3-420) en = 0.037 in,(UBC97 Page3-422) £(Dcx) = 45.00 in Note: The deflection, A, above is based on completely blocked. For unblocked diaphragm, 2.4A should be used. Technical References: 1. "National Design Specification, NDS", 2001 Edition, AF&AP, AWC, 2001. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. �� Concorde Consulting Group, Inc Title : Job # 3505 Camino Del Rio South Dsgnr: Date: 12:40PM, 26 JUN 07 _ #350 Description San Diego Scope California 92108 Rev: 580000 User KW -0605524, Ver 5.9.0• 1 -Dec-2003Beam On Elastic Foundation Page 1 (c)1983-2003 ENERCALC Engineering Software Description Grade Beam under Simpson Strong Walls LGeneral Information Defl:a 0.033 in Beam Span 14.750 ft Elastic Modulus 3,122.0 ksi Load Factoring... Depth ; 28.00 in Subgrade Modulus 231.00 pci Dead Loads 1.000 Width 12.00 in I Gross 21,952.00 in4 Live Loads 1.000 Left End Fixity Free Beta 1.775 ShortTerm Loads 1.000 Right End Fixity Free Min Defl Overall Factor 1.000 Load Combination DL+LL+ST Mb Deflections Calc'd using Unfactored Loads 1.475 ft Max SP 1,100.14 psf Rotations Calc'd using Unfactored Loads 0.000 ft Theta:a 0.00048 rad Soil Pressure Calc'd using Factored Loads Point Loads 0.00 psf at 0.000 ft Dead Load 0.00019 rad Live Load ShortTerm Load Location #1 0.50 k 0.50 k k 1.500 ft Moments Dead Load Live Load Short Term Load Location #1 k -ft k -ft 24.00 k -ft 1.500 ft summary . Max Shear 2.50 k at Min Shear 0.00 k at Max Moment 1.09 k -ft at Min Moment -22.85 k -ft at Max Rotation 0.00048 rad at Min Rotation 0.00000 rad at Rotations Calc'd using Unfactored Loads Deflections Calc'd using Unfactored Loads Soil Pressure Calc'd using Factored Loads 7.139 ft Defl:a 0.033 in R:a 0.00 k 0.000 ft Defl:b 0.019 in R:b 0.00 k 1.475 ft Max Defl 0.02 in at 14.750 ft Ma 0.00 k -ft 1.534 ft Min Defl -0.03 in at 0.000 ft Mb 0.00 k -ft. 1.475 ft Max SP 1,100.14 psf at 0.000 ft Theta:a 0.00048 rad 0.000 ft Min SP 0.00 psf at 0.000 ft Theta:b 0.00019 rad i Concorde Consulting Group, Inc Title 3505 Camino Del Rio South Dsgnr: # 350 Description San Diego Scope California 92108 Rev: 580000 User: KW-0605524. CALC Engineering Software Ver 5.8.0, 1-Dec-2003 RBeam on Elastic Foundation (c)1983-2003 ENE Description Grade Beam under ^Simpson Strong Walls Sketch &Diagram • 24255 i .!I d• _ 14.75(1 lCC- Mmax = 1.1 k-ft at 1.47 it Mmin =-22.9k-ft at 1.53ft Dmax = 0.019 in at 14.75ft fmm left Dmin = -0.033 in at O.00ft tram left ' Vmax = 2.5k at 7.140 Vmin = O.Ok at O.00ft RI = O.Ok Rr = O.Ok Job # Date: 12:40PM, 26 JUN 07 Page 2 F um Prbv�. 3`�- Q� v SECTION 4 -- CONNECTIONS ALL WOOD CONNECTORS SHALL BE SIMPSON OR APPROVED EQUAL ALL ANCHOR BOLTS, HOLDDOWNS AND DOWELS SHALL BE IN PLACE AND INSPECTED ACCORDING TO LOCAL BUILDING REGULATIONS a CONTRACTOR SHALL PROVIDE SHOP DRAWINGS FOR TRUSS COMPONENTS AND STEEL MEMBERS