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04-4532 (SFD)` I � dA �� CE DE6' BUILDING &SAFETY DEPARTMENT P.O. Box 1504. (760),777-7012 OF T9 78-495 CALLE TAMP.ICo ; . FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 INSPECTION REQUESTS (760) 777-7153 BUILDING PERMIT Application Number . . . . 04-0000453.2__- Date 11/04/04 Property Address . . . . . :54840 AVENIDA VALLEJO �• APN: 774-302-004-20 -000000- Application description DWELLING - SINGLE FAMILY DETACHED Property Zoning COVE RESIDENTIAL Application valuation..-. 119555 Owner Contractor - ------------------------- --------------------.---- SAWYER KENDRA SAWYER, RONALD PHILIP 77281 OHIO CT 78525 AVENUE 41 PALM DESERT CA'92211 INDIO CA 92201_. (760)' 200-0893. WCC: HRH INS WC:. 044001988704 10/-01/.05 CSLB: 541336 09/30/06 CCC: B . ----- Structure Information SINGLE FAMILY DWELLING ----- Construction Type TYPE V -.NON RATED Occupancy Type DWELLG%LODGING/LONG <'__10 Flood Zone NON -AO FLOOD ZONE Other struct info.. 'CODE EDITION 2001 CBC • v # BEDROOMS 3.00.. FIRE'SPRINKLERS NO GARAGE SQ FTG 444.00 NUMBER OF UNItS 1.00 ..FIRST FLOOR SQ.FTG 1938.00 ------------------------ Permit . . . BUILDING PERMIT Additional. desc Permit Fee . . . . 709..50, Plan Check Fee.. 461'.18 Issue Date Valuation, 119555 ,Qty Unit Charge Per Extension BASE FEE 639..50 20.00 3.5000 THOU BLDG 100,001-500,000 70.00 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL Additional desc Permit Fee .. . . . 52.50 Plan Check Fee 13.13 Issue Date . . . Valuation . . 0 .-Qty Unit Charge Per Extension BASE FEE 15.00 1.00. 9..0000 EA MECH FURNACE <=100K 9.00 1.00 9.0000 EA MECH B/C <=3HP/100K BTU 9.00 2.00 6.5000 EA MECH VENT'.FAN, 13.00 1.00 6.5000 EA MECH EXHAUST HOOD* 6.50 P.O. Box 1504 • VOICE (760) 777-7012 78-495 CALLE TAMPICO FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 INSPECTIONS (760) 777-7153 BUILDING & SAFETY DEPARTMENT Application Number: Applicant: Applicant's Mailing Address: Date: Architect or Engineer: Architect or Engineer's Address: Lic. No.: BUILDING PERMIT DECLARATIONS LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my Lice in full force and effect. License Class License No. Date Contractor OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors' State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or.that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects applicant to a civil penalty of not more than five hundred dollars ($500).): I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). U I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). U I am exempt under Sec. 6.8 C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. _ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date Applicant WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name Lender's Address APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall, defend, indemnity and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above inform tion is correct. I agree tocomply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to to upon the above- tSned property for inspection purposes. Date `� (7 Signature (Applicant or Agent): Page 2 Application Number ---------------------------------------------------------------------------- . . . . . 04-00004.532 Date 11/04/04 Permit ELEC-NEW RESIDENTIAL Additional desc Permit Fee . . . . 106.71 _ Plan Check Fee 26.68 Issue Date . . Valuation ... . . 0 . _ Qty Unit Charge Pet Extension BASE FEE 15.00, 1938.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 67.83 444.00. .0200 ELEC GARAGE OR NON-RESIDENTIAL 8.88 1.00 15.0000 -EA ELEC TEMPORARY'POWER POLE 15.00 Permit : . . . .- PLUMBING Additional desc Permit Fee . . . . 135.00 Plan Check Fee 33.75 Issue Date Valuation . . . 0 Qty Unit Charge Per Extension BASE FEE 15.00 11.00 6'.0000 EA, PLB FIXTURE: 66.00 1.00 15.0000 EA PLB BUILDING SEWER 15.00 1.00 7.5000 EA PLB WATER HEATER/VENT 7.50 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.00 6.00 .75.00 EA PLB GAS PIPE >=5 4.50 1.00 15.0000 EA PLB GAS METER 15.00 Permit . . . . . . GRADING PERMIT Additional desc Permit Fee . . 15,00 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Qty Unit Charge Per Extension BASE FEE 15.00 ---------------------------------------------------------------------------- Special Notes and.Comments 1938.S.F. SFD PERMIT DOES NOT INCLUDE BLOCK WALL, POOL/SPA OR DRIVEWAY APPROACH ------------------- ---------------------------------------------------------- Other Fees . . . . . . . . . ART IN PUBLIC PLACES -RES .00 DIF COMMUNITY CENTERS -RES 97.00 DIF CIVIC CENTER - RES 366.00 ENERGY REVIEW FEE 46.12 DIF FIRE PROTECTION -RES 97.00 GRADING PLAN CHECK FEE .00 Page 3 Application Number 04-00004532 Date 11/04/04 -------7--------------------7----------------------------------------------- Other Fees . . . . . DIF LIBRARIES - RES 225.00 DIF PARK MAINT FAC - RES 5.00 DIF PARKS/REC - RES 502.00 STRONG MOTION .(SMI) - RES 11.95 DIF STREET MAINT FAC -RES 15.00_ DIF TRANSPORTATION -. RES 1098.00 Fee summary ----------------- Charged ---------- ---------- Paid Credited -------------------- Due Permit Fee Total 1018.71 .00 .00 1018.71 Plan Check°Total 534.74 250.00 .00 284.74 Other Fee Total 2463.07 .00 .00 2463.07 Grand Total 4016.52 250.00 .00 3766.52 COPY Date 11/8/04 No. 26609 CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms Road La Quinta, CA 92253 (760) 771-8515 BERMUDA DUNES r V% RANCHO MIRAGE INDIAN WELLS PALM DESERT y LA QUINTA D Q INIO , y Owner Ron Sawyer APN # 774-302-004 Address 54840 Avenida Vallejo Jurisdiction La Quinta City La Quinta Zip 92253 Permit # Tract # Study Area Type Single Family Residence No. of Units 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 54840 Avenida Vallejo 1938 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does not collect fees on garagestcarports, covered patiostwalkways, residential additions under 5 00 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile ho mes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: This certifies that school facility fees imposed pursuant to in the amount of $2.24X 1,938 S.F. or $4,341.12 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By CC/California Bank & Trust/Michelle Sawyer Check No. 24603960 Name on the check Telephone 200-0893 Funding Residential By Dr. Doris Wilson Superintendent Fee collected /exempted by Espe Lara Payment Recd $4,341.12 Over/Under Signature NOTICE: Pursuant to Govemment Code Section 66020(d)(1), this will serve to notify you that the 90 -day approval period in which you may protest the fees o r other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another pubfic entity authorized to collect them on the District(s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy - ApplicanUReceipt Copy - Accounting OWNER/BUILDER INFORMATION Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "Owner/ you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the City or County. They are also required by law to put their license number on all permits for which they. apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $200.00 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. If you are an employer, you must register with the State and Federal Government as an employer and you are subject to several obligations including State and Federal income tax withholding, federal social security taxes, worker's compensation insurance, disability insurance costs and unemployment compensation contributions. There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. For more specific information about your obligations under Federal Law, contact the Internal Revenue Service (and, if you wish, the U.S. Small Business Adminstration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "Owner/ Builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing 'their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board in your community or at 1020 N. Street, Sacramento, California 95814. Please complete and return the enclosed owner -builder verification form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. Very truly yours, CITY OF LA QUINTA - - - -- --DEPT.-OF BUILDING AND SAFETY " 78-495 Calle Tampico La Quinta, CA 92253 (760) 777-7012 O R' S NATURE/DATE PROPERTY ADDRESS o4- �2— PERMIT NUMBER(s) YOUNG ENGINEERING SERVICES Title: CIVIL & STRUCTURAL ENGINEERS Dsgnr: 77-804 WILDCAT DRIVE, SUITE C Description EN es PALM DESERT, CA 92211 Scope TEL:760-360-5770 I User: Kw -0801715. Ver 5.8.0. 1 -Dec -2003 General Timber Beam I (01983-2003 ENERCALC EnaineeringSoftware Description 2x4 ceiling joist at 16" o/c with 250# mechanical unit load Date: Job # Page 1 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 2x4 Center Span 5.50 ft 0.00 ft Beam Width 1.500 in .....Lu Left Cantilever ft .....Lu 0.00 ft Beam Depth 3.500 in Right Cantilever ft .. ..Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Bm Wt. Added to Loads Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,700.0 ksi Full Length Uniform Loads Center Left Cantilever DL 13.00 #/ft LL 13.00 #/ft DL #/ft LL #/ft �L- Right Cantilever DL #/ft LL #/ft Point Loads ' Dead Load 250.0 lbs lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 1.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 5.50ft, Beam Width = 1.500in x Depth = 3.5in, Ends are Pin -Pin Max Stress Ratio 0.834 : 1 Maximum Moment 0.3 k -ft Maximum Shear* 1.5 0.4 k Allowable 0.3 k -ft Allowable 0.6 k Max. Positive Moment 0.27 k -ft at 1.078 ft Shear: @ Left 0.28 k Max. Negative Moment 0.00 k -ft at 5.500 ft @ Right 0.12 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.179in Max. M allow 0.32 Reactions... @ Right 0.000 in fb 1,041.99 psi fv 77.62 psi Left DL 0.24 k' Max 0.28 k Fb 1,250.00 psi Fv 118.75 psi Right DL 0.08 k Max 0.12 k Deflections Center Span... Dead Load Total Load Lett Cantilever... Dead Load Total Load Deflection -0.119 in -0.148 in Deflection 0.000 in 0.000 in ...Location 2.486 ft 2.530 ft ...Length/Deft 0.0 0.0 ...Length/Deft 553.9 445.17 Right Cantilever... Camber ( using 1.5"D. L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.179 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in n.�vo� wT. 2sD YOUNG ENGINEERING SERVICES Title: CIVIL & STRUCTURAL ENGINEERS Dsgnr: Date: f Job # 77-804 WILDCAT DRIVE, SUITE C Description e1 PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev: 580000 - - - User:KW-0601715.Ver5.8.0.1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Ennineerinn Software - - - - Pae _ z Description 2x4 ceiling joist at 16" o/c with 250# mechanical unit load sawyer eCatg cwculatio Stress Calcs Bending Analysts Ck 29.908 Le 0.000 ft Sxx 3A63 in3 Area 5.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 1 • I Max Moment - Sxx Reo'd Allowable fb @ Center 0.27• k -ft 2.55 in3 1,250.00 psi @ Left Support 0.00.k -ft 0.00 in3 1,250.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,250.00 psi Shear Analysis @ Left Support - @ Right Support Design Shear r 0.41 k 0.17 k Area Required 3.432 in2 1:422 in2 Fv: Allowable 118.75 -psi 118.75 psi Bearing @ Supports Max. Left Reaction 0.28 k Bearing Length Req'd 0.298 in Max. Right Reaction 0.12 k Bearing Length Req'd 0.128 in Duery Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.28 k 0.0000rin @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Title 24 Report for: i Sawyer Residence i La Quinta, CA I i 1 Project Designer: I Report Prepared By: Joan D. Hacker Insu-form, Inc. 68-255, Corta Road Cathedral City, CA 92234 (760) 324-2046 I . I I' Job Number: 1 I Date: 4/28/2004 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 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 897-6400. EnergyPro 3.1 By EnergySoft Job Number: , User Number. 2655 k i TABLE OF CONTENTS Cover Page Table of. Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Checklist Form C -2R Computer Method Summary HVAC System Heating and Cooling Loads Summary Room Load Summary 1 2 3 6 i 8 12 13 EnergyPro 3.1 By EnergySoft Job Number. User Number. 2655 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R Sawyer Residence 4/28/2004 Project Title Date La Quinta Project Address Building Permit # Insu-form, Inc (760) 324-2046 Plan Check / Date Documentation Author Telephone Computer Performance 15 Field Check I Date, Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 1,938 ft2 Average Ceiling Height: 10.0 ft Total Conditioned Slab Area: 1,938 ft2 Building Type: (check one or more) X1Single Family Detached ❑Addition ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (West) 270 deg Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 1 ❑ Raised Floor Component Type Frame Type Const. Assembly U -Value Location/Comments (attic, garage, typical, etc.) Slab On Grade n/a 0.756 Exposed Slab w/R-0.0 Perimeter Insulation Slab On Grade n/a 0.756 Covered Slab w/R-0.0 Perimeter Insulation R-19 Wall (W.19.24.16) Wood 0.065 Exterior Wall Solid Wood Door None 0.387 Exterior Door R-38 Roof (R.38.2xl4.16) Wood 0.028 Exterior Roof FENESTRATION Shadinci Devices Type Orientation Area Fenestration Exterior Overhang Side Fins SF U -Factor SHGC Shading Yes / No Yes / No Front (West) 27.0 0.71 0.60 Bug Screen x❑ ❑ ❑ 0 Left (North) 39.0 0.71 0.60 Bug Screen ❑ x❑ ❑ x❑ Left (North) 10.0 0.60 0.65 Bug Screen ❑ x❑ ❑ x❑ Rear (East) 99.0 0.71 0.60 Bug Screen ❑ x❑ ❑ x❑ Rear (East) 36.0 0.60 0.65 Bug Screen ❑ x❑ ❑ x❑ Rear (East) 33.4 0.64 0.60 Bug Screen x❑ ❑ ❑ El Rear (East) " 10.0 0.60 0.65 Bug Screen ❑X ❑ ❑ x❑ Right (South) 40.0 0.71 0.60 Bug Screen ❑ x❑ ❑ x❑ Right (South) 12.0 0.60 0.65 Bug Screen ❑ x❑ ❑ x❑ ❑ ❑ ❑. ❑ ❑ ❑ ❑ I ❑ El El ❑❑ Run Initiation Time: 64/28104 10.56.06 Run Code: 1083 74966 Ener Pro 3.1 B Ener Soft User Number: 2655 Job Number. Pa e:3 of 13 Certificate of Compliance: Residential (Part 2 of 2) CF -1 R Sawyer Residence 4/28/2004 Project Title Date HVAC SYSTEMS . Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Distribution Heating Equipment Minimum Type and Duct or Type (furnace, heat Efficiency Location Piping Thermostat Location / pump, etc.) (AFUE/HSPF) (ducts, attic, etc.) R -Value Type Comments CpnIml Furnace 80% AFUE Ducts in Attic 42 Setback Living Zone Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc.) R -Value Type Comments Split Air Conditioner 12.0 SEER Ducts in Attic 42 Setback Living7nnp WATER HEATING SYSTEMS Rated 1 Tank Energy Facts 1 External Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss (%) R -Value A O SMITH FPSH-50-250 Small Gas Standard 1 46,000 go 0.62 n/a n/a 1 For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. The undersigned recognize that compliance using duct sealing and TXV's requires installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Documentation Author Name: Title/Firm: Address: Telephone: Lic. #: Name: Joan D. Hacker Title/Firm: Insu-form, Inc. Address: 68-255 Corta Road Cathedral City, CA 92234 Telephone: (760) 324-2046 . 8 (signature) (date) (sign u ) (date) Enforcement Agency Name: Title/Firm: _ Address: Telephone: 3.1 By EnergySoft User Number. 2655 Job Number. Pape:4 of 13 Certificate of Compliance: Residential (Addendum) CF -1 R Sawyer Residence 4/28/2004 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 )ased on the adequacy of the special justification and documentation submitted. I Plan Field The HVAC Svstem "Living Zone" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC apprgved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -6R. I Plan I Field The HVAC System "Living Zone" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verification of the TXV, or measure the Refrigerant Charge and Airflow. The HVAC System "Living Zone" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. I EnerovPro 3.1 By EnergvSoft User Number. 2655 Job Number. Paae:5 of 13 1 Mandatory Measures Checklist: Residential (Page 1 of 2) MF -1 R NOTE: Lowdse residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes or enter N/A if not applicable. DESIGNER ENFORCEMENT Building Envelope Measures a'§ 150(a): Minimum R-19 ceiling insulation. ❑ §150(b): Loose fill insulation manufacturer's labeled R -Value. ' § 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does not apply to exterior mass walls). ❑ § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent. §150(1): Slab edge insulation -water absorption rate no greater than 0.3%, water vapor transmission rate no Elgreater than 2.0 permrnch. a§118: Insulation specified or installed meets insulation quality standards. Indicate type and 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. 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. § 150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. ❑ Gas Logs. § 150(e): Installation of Fireplaces, Decorative Gas Appliances and 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures a§110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. ❑X § 150(h): Heating and/or cooling loads calculated in accordance with ASH RAE, SMACNA or ACCA. § 150(i): Setback thermostat on all applicable heating and/or cooling systems. RX §1500): Pipe and Tank 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. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R-4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined intemal/extemal insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55 degrees F. insulated. 6. Piping insulating between heating source and indirect hot water tank. EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number. Page:6 of 13 Mandatory Measures Checklist: 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. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. IDESCRiPTiON instructions: Check or initial applicable boxes or enter NIA if not applicable. I DESIGNER ENFORCEMENT s Space Conditioning, Water Heating and Plumbing System Measures: (continued) 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the 1998 CMC Sections 601, i i 603, 604 and Standard 6-3; ducts insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181A, or UL181B. If mastic or tape is used to seal openings i greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not i be used for conveying conditioned air. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and I drawbands. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other I than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such a tape is used in combination with mastic and drawbands. i j 4. Exhaust fan systems have back draft or automatic dampers. I� 5. Gravity ventilation systems serving conditioned space have eitherautomatic or readily accessible, manually I operated dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not limited to the following: Insulation exposed to weather shall be suitable for outdoor service e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. I § 114: Pool and Spa Heating Systems and Equipment I ' j 1. Certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance, heating, and no pilot. i 2. System is installed with at least 36" of pipe between filter and heater for future solar, cover for outdoor pools or spas. 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. IC § 115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no icontinuously burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) i i❑ §118 (f): Cool Roof material meet specified criteria Lighting Measures I ,r IX j §150(k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumenstwatt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting I I control panel at an entrance to the kitchen. K§150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumenstwatt or greater switched at the entrance to the room or one of the alternative to this requirement allowed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. 3.1 By EnergySoft User Number. 2655 Job Number. Page:7 of 13 Computer Method Summary (Part 1 of 3) C -2R S.a�c+r e.r�esideacE 4/2$L20 -O Projec Title Date La-QJnts Project Address I Building Permit # ! Irl-su-f_om Inc.— (760) 324-2046 i Plan Check/Date Documentation Author Telephone Gompllter Performaaoe 15 Field Check/Date Compliance Method (Package or Computer) Climate Zone Source Energy Use Standard Proposed Compliance pg to/sf-yr) Design Design Margin Space Heating 1.31 0.73 0.57 Space Cooling 32.72 35.23 -2.51 Domestic Hot Water 13.30 11.23 2.07 Totals 47.32 47.19 0.13 Percent better than Standard: 1 Total Conditioned Slab Area: 0.3% Total Conditioned Floor Area: 1,938 ft2 Floor Construction Type: ❑ Raised Floor QX Slab Floor Building Type: Single Fam Detached Building Front Orientation: (West) 270 deg Total Fenestration Area: 15.8% Number of Dwelling Units: 1.00 Total Conditioned Volume: 19,380 ft 3 Number of Stories: 1 Total Conditioned Slab Area: 1,938 ft 2 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area Solar OPAQUE SURFACES Act. Gains Tvne Area U -Fac. Azm. Tilt Y / N Form 3 Reference Location / Comments Computer Method Summary (Part 2 of 3) C -2R Sawyer Residence 4/28/2004 Project Title Date FENESTRATION SURFACES Window Hgt. Wd. Len. Overhang Hgt. LExt. Left Fin Right Fin REA Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 4.5 6.0 U- 0.1 1.5 Act. Glazing Type Location/ # Type Area Factor SHGC Azm. Tilt Comments _L_ Wjndow_Econt Mesta _270_ QJ10- _0.60- AZO_ _90 MtLThermaLBrk Clear -Living-Zone 2 Window Left (North) 22.5 0.710 0.60 0 90 Mtl Thermal Brk Clear Living Zone 3__ Window Left (North) 10.0 0.600 0.65 0 _ 90 Mtl Thermal Brk Clear Living Zone 4 _ Window Left (North) 16.5 0.710 0.60 0 90 Mtl Thermal Brk Clear Living Zone 5__ Window Rear East 33.0 0.710 0.60 90 90 Mtl Thermal Brk Clear Living Zone 6_ Window Rear (East) 12.0 0.600 0.65 90 90 Mtl Thermal Brk Clear Living Zone 7_ Window Rear (East) 33.4 0.640 0.60 90 90 Mtl Thermal Brk Clear Living Zone 8 Window Rear (East) 10.0 0.600 0.65 90 90 Mtl Thermal Brk Clear Living Zone 9- Window Rear (East)_ 66.0 0.710 0.60 90 90 Mtl Thermal Brk Clear Living Zone ,1Q Window Rear (East) 24.0 _0,600 0.65 90 90 Mtl Thermal Brk Clear Living Zone, 1 Window Right (_South) 33.0 0.710 0.60 180 90 Mtl Thermal Brk Clear Living Zone 12 Window Right (South) 12.0 0.600 0.65 180 90 Mtl Thermal Brk Clear Living Zone 13. Wiadosy-JRight_(.SQuth) 7.0 0.710 0.60 1.8.0_ 90 Mtl Thermal Brk Clear Living Zone INTERIOR AND EXTERIOR SHADING # Exterior Shade Type SHGC Window Hgt. Wd. Len. Overhang Hgt. LExt. Left Fin Right Fin REA Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 4.5 6.0 1.5 0.1 1.5 1.5 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 _ 7 Bug Screen 0.76 6.8 5.0 6.0 0.1 6.0 6.0 8 Bug Screen 0.76 2.0 5.0 6.0 0.1 6.0 6.0 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 I EnerovPro 3.1 By EnergySoft User Number. 2655 Job Number. Paae:9 of 13 I Computer Method Summary (Part 3 of 3) C -2R Sawyer Residence 4/28/2004 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Location Tvoe (sf) (in.) Cap. Cond. Form 3 Reference R -Val. Comments PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments Sib Perimeter 15 016 0.0 0 Living Zone Slaerimeter _24 0.76 0.0 0 Living lone HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiency and Location Duct Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments Central Furnace 80% AFUE Ducts in Attic 4.2 Setback Living Zone Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc,) R -Value Type Comments Split Air Conditooner 12.0 SEER Ducts in Attic 4.2 Setback Living Zone WATER HEATING SYSTEMS Ratedl Tank Energy Fact! 1 Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value. System Name Type Type Syst. (Btu/hr) (gal) Efficiency Loss (%) Ext. A O SMITH FPSH-50-250 Small Gas Standard 1_ 46.000 50 0.62 n/a n/a. 1 For small gas storage (rated input — 75000 Btu/hr),'electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMARKS i user Numher• 2655 Job Number. Page:10 of 13 Computer Method Summary (Addendum) C -2R Sawyer Residence 4/28/2004 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 used on the adequacy of the special justification and documentation submitted. I Plan Field The HVAC System "Living Zone" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -61K. Plan Field The HVAC System "Living Zone" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verification of the TXV, or measure the Refrigerant Charge and Airflow. The HVAC System "Living Zone" is using reduced duct leakage to comply and must have diagnostic site testing ofAuct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. Run Initiation Time: 04/2810410:56:06 Run Code: 1083174966 EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number. Page: 11 of 13 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY ]PROJECT NAME DATE Sawyer Residence 4/28/2004 'SYSTEM NAME l I FLOOR AREA Livina Zone 1,938 Number of Systems i !Heating System Output per System 7` Total Output (Btuh) j 141 j Output (Btuh/sgft) ,Cooling System I I Output per System 41 Total Output (Btuh) 8' I Total Output (Tons) Total Output (Btuh/sgft) Total Output (sgft/Ton) Air System CFM per System Airflow (cfm) Airflow (cfm/sgft) Airflow (cfmlTon) Outside Air (%) Outside Air (cfm/sgft) Note: values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS 26.0 of 69.5 of 69.5 OF Outside Air "` STV"Ou. 0 cfm 69.5 of 6.7 41.3 290.7 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD CFM PEAK COIL HTG. PEAK Latent I CFM , Sensible-! 6281 _ _ 32,56T 45,5221 4,6071 35,823] 1,395 1 2.790 BDP CO. 563AN042-A 50,531 22,8201, 148,000 1.44 418.5 0.0 Total Adjusted System Output 50,531 22,820 148,000 (Adjusted for Peak Design Conditions) 0.00 TIME OF SYSTEM PEAK Aug 2 1 Jan 12 am (Airstream Temperatures at Time of Heatinq Peak) 119.30F Supply Fan Heating Coil 2790 cfm . %% Return Air Ducts ',i Supply Air Ducts 118.8 of ROOMS 70.0 of DOLING SYSTEM PSYCHROMETRICS (Airstream _Temperatures at Time of Cooling Peak 111.9/77.60F Outside _�� 0 cfm 78.7/66.8 of 78.7/66.8°F 78.7/66.9OF 0 61.7/60.7OF Supply Fan Cooling Coil 2790 cfm �% Return Air Ducts 'I Supply Air Ducts 62.4 / 61.0 of 55.6% R.H. ROOMS 78.0 / 66.6 of I EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number. Page: 12 of 13 j ROOM LOAD SUMMARY PROJECT NAME DATE Sawyer Residence 4/28/2004 SYSTEM NAME FLOOR AREA Living Zone 1,938 n -1 L... A I'9V =i EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number. Page: 13 of 13 ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE LivingLiving Zone 1 2,489 41,384 4,607 ' 2,489 41,384 4,607 628 32,567 =i EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number. Page: 13 of 13 ST RU " CTU"CALL U'LAT10'N.S FOR MR. AND MRS. SAWYER 54-840 - AVEN IDA VALLEJO LA QUINTA, CALIFORNIA BY YOUNG ENGINEERING SERVICES July 14, 2004 Q�pfESS. O � OF IL YOUNG E%GIlMEERTr1G SERVICES CIVIL AMID SMIX.`IURAL ENGI MEMIM JOB 77-804 WIZBCAT DRIVE, STET C Sl= NO. OF PALM DESERT, CA CALCULATED Ti AT D BY 92211 ME= BY 760-360-5770 SCALE VERTICAL LOADS: ROOF: TYPICAL (PITC M) TYPICAL (FLAT) DEAD LOAD: DEAD LOAD: 1/2"PLYWOOD' 1.50 1/2"PLYWOOD 1.5 TILE 12.00 BUILT-UP ROOF 5.5 2X12 CR 2X TRUSSES @ 24" 2.10 2X12 @ 24" 3.2 1/2" DRYWALL 2.50 1/2" DRYWALL 2.5 INSULATIM 1.00 INSULATION 1.0 MISC. 1.90 MISC. 1.3 L 21.00 P.S.F. ZllM 15.00 P.S.F.. ADD 10 P.S.F. FOR SI= SOFETTS LIVE 1(�D: >4:12 <4.12 LESS THAN 200 S.F T.A 16.00 P.S.F. 20.00 P.S.F. 201-600 S.F. T.A. 14.00 P.S.F. 16.00 P.S.F. GREATHAN 600 S.F. T.A. 12.00 P.S.F. 12.00 P.S.F. ARCH 12.00 P.S.F. inTP.LL: TYPICAL I RMRIOR 2X4 DEAD LOAD: 2 LAYERS 5/8" DRYWALL 6.25 INSULATICN 1.00 2X4 STUDS @ 16" o/c 1.00 MISC. 1.75 TOTAL 10.00 P.S.F. TYPICAL INIERICR 2X6 DEAD 711AD: 2 LAYERS 5/8" DRYWALL 6.25 INSULATIM 1.00 2X6 STUDS @ 16" o/c 1.60 MISC. 1.15 TOTAL 10.00 P.S.F. TYPICAL EXTERIOR 2X6 DEAD LOAD: _ SIUCKJO 10.00 1 LAYERS 5/8" DRYWALL 3.13 INSULAT CN 1.00 2X6 STUDS @ 16" o/c 1.60 MISC. 1.27 ' 17.00 P.S.1'. YOUNG ENGINEERING SERVICES CIVIL AMID S RUCIURAL ENGINEERING JOB 77-804 W.Q� DRIVE, STE. C SHEEP NO. OF PALM DESERT, CA CAL CLI= BY 92211 CHECKED BY 760-360-5770 ALF L.A,ni AT LoAm : WIND: 70 M.P.H. EXPOSURE C p=CeCqqsI=(1.06)(1.3)(12.6)(1.0)=17.36 P.S.F. 0-15' DE= 2 g=CeCggsI=(1.13)(1.3-)(12.6)(1.0)=18.51 P.S.F.--15'-20' p=CeCygsI=(1.19)(1.3)(12.6)(1.0)=19.49 P.S.F. 20'-25' SEISMIC: 2001 C.B.C. Na= 1.00 .R= 5.50 I= 1.00 Nv= 1.00 hn= 17.50 Z= 0.40 Ca= 0.44 Ct= 0.02 Cv= 0.64 T�=Ct(hn)".75= 0.17 BASE SHEAR: (30-4) (30-5) (30-6) (30-7) V= (CvI/RT)W 0.680 W SHALL BE =EXCEPT V= (2.5CaI/R)W 0.200 W NEED NOT EXCEED V= ( .11CaI)W 0.048 W BUT NOT LESS THAN V= (.8ZNvI/R)W= 0.037 W BUT NOT LESS THAN IN ZONE 4 �AssNr� I.00 e= - 2 - YC UNG ENGINEERDG SERVICES CTVIL AND S RLLTILTRAL ENGIIUMRIIG 77-804 WIL= DRIVE, SM. C PRIM DESERT, CA 92211 760-360-5770 ,maimijumRs JOB (12-1) 1.4D (12-2) 1.2D+1.6L+.5(Lr OR S) (12-3) 1.2D+1.6(Lr CR S)+(f1L CR .8W) (12-4) 1.2D+1.3W+flL+.5(Lr CR S) (12-5) 1.2D+1.OE+(f1L+f2S) (12-6) .9D +/- (1.OE CR 1.3W) f 1=1.00 FC R LL>=100 '& GARAGE fl=.5 OTHERS f2=.7 RCCA' 'II T DO NOT SID SNOW f2=.2 OTHERS (12-7) D. (12-8.) D+L+(Lr OR S) * (.12-9) D+(W CR E/1.4) * (12-10) .9D +/- E/1.4 * (12-11) D+.75[L+(Lr CR S)+(W CR E/1.4)] * = MY NOT USE 1/3 RD MESS INCREASE ALTERNATE ALIOVA= CASES; (12-12) D+L+(Lr Cit S) ErrFCMIDM Eh ** (12-13) D+L+(W OR E/1.4) ** (12-14) D+L+W+S/2 pp= 2-20/iMAX(Ab)".5 ** -(12-15) D+L+W+S/2+W/2 1x1.5 ** (12-16) D+L+S+E/1.4 ** = MY USE 1/3 RD S ESS IMCFaiAM 3- YOUNG ENGINEERING SERVICES Job No. 77-804 Wildcat'Dr, Palm Desert, CA SHEET NO. OF PH , 760-360-5770 ' CALCULATED BY 4/8/2004 FAX 760-360-5719 CHECKED BY 4/8/2004 VERTICAL LOAD DESIGN' DESIGN DATA: , LUMBER: NO. 2,DOUGLAS FIR-LARCH W.C.L.I.B. GRADING SIZE Fb psi Fbr psi Fv psi Fc psi E psi SINGLE REPETITIVE 2X4 1313 1510 95 1495 1600000 2X6 1139 1310 95 1430 1600000 2X8 1052 1210 ,95 13661 . 600000 2X10 961 1105 95 1300 1600000 2X12 874 1005. 95 1300 .1600000 2X14 & WIDER - 788 906 95 1300 1600000 4X4 1312 — 95" 1495 1600000 4X6 1138 95, 1430. ,1600000 4X8 1138' — 95 1365 1600000 4X10 1050 — 95 1300 1600000 4X12 962 — 95 1300 1600000 4X14 &WIDER 875 — 95 1170 1600000 6X6 875 , — 85 925 1600000 6X8 875 —. 85 925 1600000 6X10 875 — 85 925 1600000 6X12' 875 — 85 925 1600000 6X14 875 — 85 925 1600000 ABOVE VALUES DO NOT INCLUDE LOAD DURATION FACTORS,: . GLU-LAM BEAMS SIMPLE CANTILEVER MICROLAMS PARALLAMS 24F44 DF/DF 24F-V8 DF/DF TRUS JOIST TRUS JOIST Fb=2400 psi Fb=2400 psi Fb=2800 psi Fb=2900 psi Fv=165psi Fv=165psi Fv=285psi Fv=290psi E=1800000psi E=1800000psi E=2000000psi E=2000000psi POSTS: No. 2 DOUGLAS FIR-LARCH SIZE Fb psi Fv psi Fc psi E psi 6X 750 85 700 1300000 CONCRETE: Pc=2500 psi> REINFORCING STEEL: GRADE 40 GRADE 60 BARS 4 AND SMALLER BARS 5 AND LARGER -4 ' YOUNG ENGINEERING SERVICES JOB NO. 77-804 Wildcat Dr, Palm Desert, CA SHEET NO. OF PH 760-360-5770 CALCULATED BY 4/8/2004 FAX 760-360-5719 CHECKED BY 4/8/2004 VERTICAL LOAD DESIGN DESIGN DATA: LUMBER: NO. 1 DOUGLAS FIR -LARCH W.C.L.I.B. GRADING SIZE Fb psi Fbr psi Fv psi Fc psi E psi SINGLE REPETITIVE 2X4 1500 1725 95 1495 1700000 2X6 1300 1495 95 1430 1700000 2X8 1200 1380 95 1365 1700000 2X10 1100 1265 95 1300 1700000 2X12 1000 1150 95 1300 1700000 2X14 & WIDER 900 1035 95 1300 1700000 4X4 1500 — 95 1495 1700000 4X6 1300 — 95 1430 1700000 4X8 1200 — 95 1365 1700000 4X10 1100 — 95 1300 1700000 4X12 1000 — 95 1300 1700000 4X14 & WIDER 900 — 95 1170 1700000 6X6 1300 — 85 925 1600000 6X8 1300 — 85 925 1600000 6X10 1300 — 85 925 1600000 6X12 1300 — 85 .925 1600000 6X14 1300 — 85 925 1600000 ABOVE VALUES DO NOT INCLUDE LOAD DURATION FACTORS GLU-LAM BEAMS SIMPLE CANTILEVER MICROLAMS PARALLAMS 24F -V4 DF/DF 24F -V8 DF/DF TRUS JOIST TRUS JOIST Fb=2400 psi Fb=2400 psi Fb=2800 psi Fb=2900 psi Fv=165psi Fv=165psi Fv=285psi Fv=290psi E=1800000psi E=1800000psi E=2000000psi E=2000000psi POSTS: No.1 DOUGLAS FIR -LARCH SIZE Fb psi Fv psi Fc psi E psi 6X 1200 85 1000 1600000 CONCRETE: fc=2500 psi. REINFORCING STEEL: GRADE 40 GRADE 60 BARS 4 AND SMALLER BARS 5 AND LARGER 5_ YOUNG ENGINEERING SERVICES ' 77.804 Wildcat Dr. Palm Desert, CA 92211 760-360-5770 PHONE 760-360-5719 FAX ROOF OL (a)= 21 ROOF LL (a)= 16 ROOF DL (b)= 15 ROOF LL (b)= 20 SOFFIT LOAD (c)= 10 285 2600 1900000 240 FLOOR DL(d)= 20 FLOOR LL(d)= 40 FLOOR DL(e)= 20 FLOOR LL (e)= 100 SOFFIT LOAD (f) = 10 PSF ALLOWABLE DEFLECTION PSF L/DL ROOF TRIBUTARY AREA TULL SAWN 1= PSF 180 285 2600 1900000 240 SAWN 2= PSF TIMBER STRAND PSF LDF= 1.25 LVL= 165 2400 1800000 PSL = PSF LSL= PSF DEFLECTION GLB= PSF PSF PSF WALL (g) = 17 PSF WALL IhI= '10 PSF SIMPLE BEAM UNIFORMLY LOADED No. 1 DF-LREFER TO ALLOWABLE STRESS SHEETS IN CALLS No. 2 DF -L REFER TO ALLOWABLE STRESS SHEETS IN CALLS ROOF TRIBUTARY AREA Fa Fb E MICROLAM 285 2600 1900000 PARALLAM 290 2900 2000000 TIMBER STRAND 2250 400 1500000 GLUE LAM BEAM 165 2400 1800000 SHEET OF ROOF TRIBUTARY AREA UNIFORM LOAD DEFLECTION .�:�L� l� \,,IL�,LI�2/21S `��J�- II�P�1 \ O`er r✓ 1�7� i Title: SAWYER RESIDENCE Job # 04-1702-01 Dsgnr: EAF Date: 5:27PM, 8 APR 04 Description eN `� Scope Rev: 580000 ------ User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 1 ;(c)1983-2003 ENERCALC Engineering Software sawyer reside nce.ecw: Calculations Description R2 j General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x6 Max Stress Ratio Center Span 2.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 3.9 k -ft Bm Wt. Added to Loads Allowable Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin. Fc Allow 625.0 psi Wood Density 34.00Opcf E 1,600.0ksi Trapezoidal Loads #1 DL @ Left 216.00 #/ft LL @ Left 164.00 #/ft Start Loc 0.500 ft DL @ Right 216.00 #/ft LL @ Right 164.00 #/ft End Loc 2.500 ft Point Loads Dead Load 673.0 lbs lbs lbs lbs lbs lbs lbs Live Load 512.0 lbs lbs lbs lbs lbs lbs lbs ...distance 0.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 2.50ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Dead Load Max Stress Ratio 0.293 : 1 -0.003 in -0.006 in Deflection 0.000 in 0.000 in Maximum Moment 1.170 ft 0.6 k -ft Maximum Shear* 1.5 1.9 k Allowable 5,297.21 Right Cantilever... 3.9 k -ft Allowable D.L. Defl ) ... 6.4 k Max. Positive Moment 0.64 k -ft at 0.690 ft Shear: @ Left 1.26 k Max. Negative Moment 0.00 k -ft at 2.500 ft @ Right 0.70 k Max @ Left Support 0.00 k -ft Stress Calcs Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.005 in Max. M allow 3.90 30.250 in2 Reactions... Cf 1.000 @ Right 0.000in fb 275.38 psi fv 62.37 psi Left DL 0.72 k Max 1.26 k Fb 1,687.50 psi Fv 212.50 psi Right DL 0.40 k Max 0.70 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.006 in Deflection 0.000 in 0.000 in ...Location 1.170 ft 1.170 ft, ...Length/Deft 0.0 0.0 ...Length/Deft 9,260.0 5,297.21 Right Cantilever... Camber ( using 1.5 " D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.005 in ...Length/Deft 0.0 0.0 @ Left 0.000 in, @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 27.729 in3 Area 30.250 in2 Cf 1.000 Rb 0.000 Cl 1260.928 Max Moment Sxx Req'd Allowable fb @ Center 0.64 k -ft 4.53 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.89 k 0.79 k Area Required 8.878 in2 3.725 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @ Supports Max. Left Reaction 1.26 k Bearing Length Req'd 0.367 in Max. Right Reaction 0.70 k Bearing Length Req'd 0.204 in Title : SAWYER RESIDENCE Job # 04-1702-01 Dsgnr: EAF Date: 5:27PM, 8 APR 04 Description as aes Scope:. , . Page 2 Rev: 580000 User: KW-0601715, Ver 5.8.0, 1-Dec-2003 General Timber Beam - 1(c)1983-2003 ENERCALC Engineering Software sawyer residence.ecw calculations Description R2 j Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 1.26 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 9 ounG =.IN EERIKG 55KV - Title: SAWYER RESIDENCE Dsgnr: EAF Description Scope : Job # 04-1702-01 Date: 5:27PM, 8 APR 04 Rev: 580000 -' --- User: KW -0601715, Ver 5.6.0, 1-Dec-2003General Timber Beam Page 1 (c)1983.2003 ENERCALC Engineering Software sawyer residence:ecw:Calculations Description R3 ! General Information Total Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x10 0.423: 1 Center Span 7.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever 4.50 ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Bm Wt. Added to Loads Max. Positive Moment Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0 ksi r - I Full Length Uniform Loads Center DL 115.00 #/ft LL #/ft Left Cantilever DL 36.00 #/ft LL #/ft Right Cantilever DL #/ft LL #/ft I Point Loads Dead Load 646.0 lbs lbs lbs lbs lbs lbs lbs Live Load 420.0 lbs lbs lbs lbs Ibs lbs lbs ...distance 11.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Beam Design OK Span= 7.00ft, Right Cant= 4.50ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Total Load Left Cantilever... Max Stress Ratio 0.423: 1 Deflection 0.016 in 0.016 in Deflection Maximum Moment 0.000 in -4.9 k -ft Maximum Shear " 1.5 1.7 k Allowable ...Length/Deft 5,318.6 11.6 k -ft Allowable 11.1 k Max. Positive Moment 0.00 k -ft at 0.092 ft Shear: @ Left 0.26 k Max. Negative Moment -3.03 k -ft at 7.000 ft @ Right 1.15 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support -4.92 k -ft @ Center 0.024 in Max. M allow 11.63 Reactions... @ Right 0.178 in fb 713.93 psi fv 31.92 psi Left DL 0.01 k Max -0.26 k Fb 1,687.50 psi Fv 212.50 psi Right DL 1.58 k Max 2.27 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead LoadMOMMMEMMINUM Total Load Deflection 0.016 in 0.016 in Deflection 0.000 in 0.000 in ...Location 4.438 ft 4.438 ft ...Length/Deft 0.0 0.0 ...Length/Deft 5,318.6 5,318.64 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection -0.119 in -0.207 in @ Center 0.024 in ...Length/Defl 907.9 521.5 @ Left 0.000 in @ Right 0.178 in ITM up Title: SAWYER RESIDENCE Job # 04-1702-01 Dsgnr. EAF Date: 5:27PM, 8 APR 04 Description Scope Rev: 580000 User: KW -0601715, VerS.8.0, 1 -Dec -2003. Genera{ Timber Beam --- — Page 2 _(c)1983-2003 ENERCALC Engineering Software sawyer residence.ecw:Calculations Description R3 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 CI 12.549 Max Moment Sxx Req'd Allowable fb @ Center 3.03 k -ft 21.56 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 4.92 k -ft 35.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.53 k 1.67 k Area Required 2.516 in2 7.848 in2 Fv: Allowable 212.50 psi 212.50 psi Bearing @Supports Max. Left Reaction -0.26 k Bearing Length Req'd 0.075 in Max. Right Reaction 2.27 k Bearing Length Req'd 0.660 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft -0.26 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 K -ft -0.26 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in up Q-34 Active Fault Near -Source Zones This map is intended to be used in conjunction with the 1997 Uniform Building Code, Tables 16-S and 16-T 0-34 California Department of Conservation of Mines and Geology 4 LEGEND See expanded legend and index map Shaded zones are within 2 km of known seismic sources. A fault N -- - B fault Contours of closest horizontal distance to known seismic sources. ---------------- 5 km --------------------------- 10 km -------------- 15 km 5 10 Kilometers is approximately equal to 1 km August, 1997 �f PO CO �-41 z t - ,SL •�' l L-9IH6 L -91H5 .. S. £ 'O dD po r1 n- n N C 1 � s 'f �- w 4 Z O W J O W n Lit G s G. n r� i W v �f PO CO �-41 z t - ,SL •�' l L-9IH6 L -91H5 .. �1 d IL) s 5M Z 13 S. £ 'c dD po r1 n- n N Z 1 � s 'f �- w 4 Z `^ J n w r� �1 d IL) s 5M Z 13 S. s 'c dD po r1 n- n N Z 1 � s 'f �- o • •J Z `^ J n Young Engineering Services 77804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE:760-360-5770 DEFINITIONS & FORMULAS FOR DIAPHRAGM LOAD CALCULATION SHEETS: LEVEL= LEVEL UNDER CONSIDERATION DL (a)= DEAD LOAD OF ROOF/FLOOR FOR LOAD TYPE (a) DL (b)= DEAD LOAD OF ROOF/FLOOR FOR LOAD TYPE (b) DL EXTERIOR WALL= DEAD LOAD OF EXTERIOR WALL DL PARTITION WALL= DEAD LOAD OF PARTITION WALL BASE SHEAR COEFFICIENT= COEFF. FROM CBC EO. 30.4 THRU 30.7 OR 30-11 AS APPLICABLE SEISMIC COEFFICIENT= RHO X BASE SHEAR COEFF/1.4 FOR WORKING STRESS DESIGN (RHO)= REDUNDANCY FACTOR Job No. Sheet No. - of Calculated By 4/8/2004 STORY %F= PERCENTAGE OF STORY FORCE DISTRIBUTED TO THIS LEVEL SEISMIC COEFF.X %F= RHO X BASE SHEAR/1.4 X %F /100 SIMPLIFIED BASE SHEAR= TOGGLE Y/N IF SIMPLIFIED METHOD IS USED NOTE THAT IF USED %F=100 R=VALUE FRONT TABLE 16-N WIND PRESSURE= WIND VALUE APPLIED TO STRUCTURE FOR WIND CASE LINE= LINE OF RESISTANCE TO SEISMIC OR WIND LOADS JOINT= SUPPORT TYPE AT LINE OF RESISTANCE. Y INDICATES PINNED SUPPORT VALUES'FROM LEFT AND RIGHT ADD C INDICATES CANTILEVERED ALL SHEAR GOES TO THIS SUPPORT WITH FAR END SHEAR 0 N INDICATES INTERNAL PIN AT SUPPORT VALUES DO NOT ADD TO LEFT OR RIGHT OFLINE L/W = DIAPHRAGM LENGTH DIVIDED BY WIDTH FOR CHECKING L/W <4.0 Hd= HEIGHT OF DIAPHRAGM BETWEEN LINES Hr =HEIGHT OF ROOF ABOVE Hd BETWEEN LINES Lr (a) = .LENGTH OF ROOF FOR ROOF LOAD TYPE (a) IN THIS DIAPHRAGM STRIP Lr (b)= LENGTH OF ROOF FOR ROOF LOAD TYPE (b) IN THIS DIAPHRAGM STRIP No. ext. =NUMBER OF EXTERIOR WALL'IN THIS DIAPHRAGM STRIP No. ext. =NUMBER OF INTERIOR WALL IN THIS DIAPHRAGM STRIP H ext. =HEIGHT OF EXTERIOR WALLS H Int. =HEIGHT OF EXTERIOR WALLS L= LENGTH OF DIAPHRAGM BETWEEN LINES OF RESISTANCE Ldr=LENGTH OF DIAPHRAGM JUST RIGHT OF LINE OF RESISTANCE LdI=LENGTH OF DIAPHRAGM JUST LEFT OF LINE OF RESISTANCE P5= WEIGHT OF SEISMIC POINT LOAD IN DIAPHRAGM - WEIGHT IS MULTIPLIED BY SEISMIC COEFFICIENT X %F X= LOCATION OF SEISMIC POINT LOAD IN DIAPHRAGM FROM LEFT LINE OF RESISTANE Was= ADDITIONAL WEIGHT TO BE ADDED TO DIAPHRAGM SEISMIC STRIP LOAD FOR VENEER ETC. WEIGHT IS MULTIPLIED BY SEISMIC COEFF. X %F WS= SEISMIC STRIP LOAD Ww=WIND STRIP LOAD vrw= DIAPHRAGM UNIT SHEAR RIGHT OF LINE DUE TO WIND=Vrw/Ldr VIw= DIAPHRAGM UNIT SHEAR LEFT OF LINE DUE TO WIND=VIw/Ldl vrs= DIAPHRAGM UNIT SHEAR RIGHT OF LINE DUE TO SEISMIC=VrS/Ldr VIS= DIAPHRAGM UNIT SHEAR LEFT OF LINE DUE TO SEISMIC=VIS/Ldl Vrw= DIAPHRAGM TOTAL SHEAR RIGHT OF LINE DUE TO WIND VIw= DIAPHRAGM TOTAL SHEAR LEFT OF LINE DUE TO WIND Vrs= DIAPHRAGM TOTAL SHEAR RIGHT OF LINE DUE TO SEISMIC Vis= DIAPHRAGM TOTAL SHEAR LEFT OF LINE DUE TO SEISMIC Vw= TOTAL WIND LOAD ON LINE=Vrw+VIw VS=. TOTAL SEISMIC LOAD ON LINE =Vrs+Vis (T=C)w=CHORD FORCE DUE TO WIND= Ww(L2)/BLdr IF SIMPLE, WW(L')/BLdr IF CANT (T=CIS =CHORD FORCE DUE TO SEISMIC= WS(L2)/BLdr IF SIMPLE,WW(L2)/8Ldr IF CANT 14 - GROUND LEVEL CURRENT 10-26-02.xls Young Engineering Services 7.7804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE:760-360-5770 DEFINITIONS & FORMULAS Job No. Sheet No. of Calculated By 4/8/2004 FOR SHEAR WALL SHEETS: i h= SHEAR WALL HEIGHT b=SHEAR WALL WIDTH 1P= ONE POUR FOUNDATION SYSTEM. EFFECTS LENGTH OF HARDWARE AND ALLOWABLE STRAP VALUES 2P= TWO POUR FOUNDATION SYSTEM. EFFECTS LENGTH OF HARDWARE AND ALLOWABLE STRAP VALUES C= CORNER- WHEN ENTERED ALLOWABLE VALUES FOR HOLDOWN STRAPS AT CORNERS ARE USED 1= INTERIOR- WHEN ENTERED ALLOWABLE VALUES FOR HOLDOWN STRAPS AT NON -CORNER CONDITION ARE USED X=LOCATION OF QUERY DRAG LOAD DOO= DRAG FORCE AT LOCATION X PER ABOVE DI = DRAG LOAD AT LEFT OF WALL Or=DRAG LOAD AT RIGHT OF WALL IT = C)w = UPLIFT VALUE FROM WIND CASE AT TOP OF WALL FROM SHEAR WALL ABOVE IT=Cls=UPLIFT VALUE FROM SEISMIC CASE AT TOP OF WALL FROM SHEAR WALL ABOVE S= REFERS TO SEISMIC CASE W =REFERS TO WIND CASE VS=ADDITIONAL SEISMIC LOAD APPLIED TO LINE FROM ANTHER DIAPHRAGM OR FROM WALLS ABOVE Vw=ADDITIONAL WIND LOAD APPLIED TO LINE FROM.ANTHER DIAPHRAGM OR FROM WALLS ABOVE Vmax=MAX SHEAR (SEISMIC IF S -WIND IF W) ALONG LINE DUE TO DIAPHRAGM LOADS VmIn=MIN SHEAR (OPPOSITE CASE TO Vmax) ALONG LINE DUE TO DIAPHRAGM LOADS LINE CASE= WIND OR SEISMIC CASE FOR DIAPHRAGM LOADS ONLY GOV CASE = WIND OR SEISMIC GOVERNING CASE FOR ALL LOADS APPLIED TO THE LINE Vgov= MAX SHEAR ON LINE USED FOR DESIGN OF SHEAR WALLS h/b= HEIGTH TO WIDTH RATIO FOR SHEAR PANEL vu =WALL UNIT SHEAR= MAX OF WIND OR SEISMIC Vgov/ b tot NOTE THAT FOR SEISMIC CASE WALL SELF WEIGHT X SEISMIC COEFF X %F IS USED FOR BOTH SEISMIC UNIT SHEAR AND OVERTURNING IT=C) GOV= MAX OF WIND OR SEISMIC UPLIFT GENERATED FROM THE FOLLOWING: IT = CIS = (Mots-.gMdl)/b (T = C)w = (Motw-.667Mdl /b A.B. SPACING IS BASED ON THE FOLLOWING TABLE FOR SHEAR WALLS ON GRADE WITH A MAXIMUM SPACING OF 4 FT. FOUNDATION BOLTS A.B. SIZE FULL CAP. FULL CAP. 2X .3X 0.625 973 1109 1 1557 2838 ALL A.B. SPACINGS ARE PREDICATED ON THE PANEL CAPACITY NOT ACTUAL SHEAR IN THE WALL 15 2 r GROUND LEVEL CURRENT 10-26-02.xls Young Engineering Services 77804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE:760-360-5770 DEFINITIONS & FORMULAS FOR INPUT OF LINE DATA AND SHEAR WALLS: LEFT DIAPHRAGM RIGHT DIAPHRAGM Job No. Sheet No. of Calculated By 4/8/2004 VgOV hl 3 lLINE DATUM=O AT FURTHEST DIAPHRAGM OR SHEAR WALL LENGTH T=C T=C UPLIFT FROM WALLS ABOVE a+ 41 C x x FOR SEISMIC WALL WT, X SEISMIC COEFF. X %F ♦ WALL WT. E = EXTERIOR WALL I= INTERIOR WALL (T=C) GOV ♦ (T=C) COV b 16 GROUND LEVEL CURRENT 10-26-02.xls x ¢ CL o x n n a !7X0 LL lu t7 F S Y M J 0 1N m o v C C x N x P1 at X1 P2 at X2 d d x x VgOV hl 3 lLINE DATUM=O AT FURTHEST DIAPHRAGM OR SHEAR WALL LENGTH T=C T=C UPLIFT FROM WALLS ABOVE a+ 41 C x x FOR SEISMIC WALL WT, X SEISMIC COEFF. X %F ♦ WALL WT. E = EXTERIOR WALL I= INTERIOR WALL (T=C) GOV ♦ (T=C) COV b 16 GROUND LEVEL CURRENT 10-26-02.xls Young Engineering Services 77804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE:760-360-5770 WIND: WIND SEISMIC: Job No. Sheet No. Calculated By, LATERAL LOADS and LOAD CASES of SPED= .7::0 .. MPH EXPOSURE `: .0 'f METHOD 2 hn= Ct= Ce Cq gs I T=Ct(hn)'s= 0.17 q= 1.06 1.30 12.6 1.00 = 17.4 0-15 q= 1.13 1.30 12.6 1.00 = 18.5 20 q= 1.19 1.30 12.6 1.00 = 19.5 25 q= 1.23 1.30 12.6 1.00 = 20.11 30 q= 1.31 1.30 1 12.61 1.00 1 21.51 140 1997 UR.C. V= (Cvl/RT)W= Na= m1iooi R= .::5:50" I= 1:00 Nv= :..'1::00 hn= Ct= 1;7::50 ZONE=: Ca= 0:44- ::._ ,:0102. Z= . 0. 4 0 Cv= t :.° 0:64: T=Ct(hn)'s= 0.17 BASE SHEAR COEFFICIENT: (304) V= (Cvl/RT)W= 0.680 W SHALL BE THIS EXCEPT (30-5) V= (2.5Cal/R)W= 0.200 W NEED NOT EXCEED (30-6) V= (.11 Cal)W= 0.048 W BUT NOT LESS THAN (30-7) V= (.8ZNvl/R)W= 0.037 W BUT NOT LESS THAN IN ZONE 4 (30-11) V= (3Ca/R)W= 0.240 SIMPLIFIED STATIC (IF USED) LOAD CASES: D+L+W+S/2 p= 2-20/rMAX(Ab)^.5 ** (12-15) D+L+W+S/2+W/2 1<p<1.5 STRENGTH DESIGN: (12-1) 1 AD (12-2) 1.2D+1.6L+.5(Lr OR S) (12-3) 1.2D+1.6(Lr OR S)+(f1 L OR .8W) (12-4) 1.2D+1.3W+f1 L+.5(Lr OR S) (12-5) 1.2D+1.OE+(f1L+f2S) (12-6) .9D +/- (1.OE OR 1.3W) f1=1.00 FOR LL>=100 & GARAGE f1=.5 OTHERS f2=.7 ROOF THAT DO NOT SHED SNOW f2=.2 OTHERS ALLOWABLE LOAD CASES (12-7) D (12-8) D+L+(Lr OR S) * (12-9) D+(W OR E/1.4) * (12-10) .9D +/- E/1.4 * (12-11) D+.75[L+(Lr OR S)+(W OR E/1.4)] * = MAY NOT USE 1/3 RD STRESS INCREASE ALTERNATE ALLOWABLE CASES: E=pEh+Ev (12-12) D+L+(Lr OR S) Em=OMEGA Eh "* (12-13) D+L+(W OR E/1.4) ** (12-14) D+L+W+S/2 p= 2-20/rMAX(Ab)^.5 ** (12-15) D+L+W+S/2+W/2 1<p<1.5 ** (12-16) D+L+S+E/1.4 ** = MAY USE 1/3 RD ---.11 _ 3 INCREASE 1 GROUND LEVEL CURRENT 10-26-02.xis Young Engineering Services 77804 Wildcat Dr. Palm Desert, CA. 92211 PHONE: 760-360-5770 DIAPHRAGM LOAD CALCULATIONS NO. OF LEVELS - 1 STORY AMPLIFICATION %A - 100'S FY= _-40000 THIS LEVEL = ROOF DL PARTITION WALL PSF - r' 10 f'c= 2500 OL (a) PSF = 21 SIMPLIFIED BASE SHEAR = N.':: SBP= 2000 DL (b) PSF = 15 WIND PRESSURE PSF = 17. - `; ST INCREASE= 1:33 DL EXTERIOR WALL PSF BASE BASE SHEAR COEFF. SEISMIC COEFF. =(pV)/1.4 SEISMIC COEFF, x%A L- - 17 = 0.200 - 0.143 0.143 FOUNDATION SYSTEM p (RHO) R - 2P - ; :1.000: = 5.5 2 2R Job No. Sheet No. Of Calculated By Date (1) - Diaphragm Loads 1 8 GROUND LEVEL CURRENT 10-26-02.xis I I Y AL Ak FROM 1 TO 2 FROM 2TO 3 FROM 3TO 4 FROM 4TO 5 LINE 1 1R 2L 2 2R 3L 3 3R 4L 4 4R 5L 5 JOINT Y AREA 2 '':' :Y.1:.' AREA Y ..' AREA Y AREA 2 l/1N 0.85 Hd 1-2 14 1.00 Hd 2-3 9 0.97 Hd 3-4 9 0.86 Hd 4-5 9 OK Hr 1-2 9 OK Hr 2.3OK 6 OK Hr 3.4 6 OK Hr 4.5 6 ' Lr la) 1.2 z Lr (a) 2.3 Lr (a) 3.4 22 Lr (a) 4-5 15 Lr Ib) 1-2 47 Lr (b) 2.3 Lr (b) 3-4 Lr Ibl 4-5 No. eX1t. 1.2 - No. eX1t. 2 No. eX1t. 3-4 No. eX1t. 4.5 No. int. 1-2 5 No. Int. 2.3 No. int. 3-4No. int. 4-S 2 H eX1t. 1-2 18 H eX1t. 2-3 .;.: ;;`.'ir ;'•:: ° H eX1t. 3-4 9 H eX1t. 4.5 9 H Int. 1-2 14 H Int. 2.3 L C. H Int. 3-4 H int. 4-5 9 L 1.2 ';: 40 L 23 L 3-4 21 L 4-5 14 47 L1dr 0 L2dr 22 L3dr 16 L4dr L2dl 47 L3dl 0 L4dl 22 L5dl 16 Psi Psi Psi Psi X1 ::i X1 X7 X1 Ps2 Ps2 Ps2 Ps2 X2 X2 X2 X2 Psi Ps3 Psi Psi X3 X3 X3 X3 Was 3 Was Was Was Pw1 Pw1 Pw1 Pw1 X1 X1 X1 X1 Pw2 Pw2 Pw2 Pw2 X2 X2 X2 X2 Pw3 Pw3 Pw3 Pw3 X3 X3 ;.;.; .: X3 X3 Ws 1.2 Ww 1-2 Ws 2.3 Ww 2.3 Ws 3.4 Ww 3.4 Ws 4.5 Ww 4.5 171 187 0 78 183 70 183 v1rw v21w v2rw v31w v3rw v41w v4rw V51w 80 80 0 0 89 89 79 79 v1rs v21s v2rs v31s v3rs v41s v4rs V51s 73 73 14 38 38 30 30 V1rw V21w V2rw V31w V3rw V41w V4rw V51w 3741 3741 0 0 1948 1948 1256 1256 V1rs V21s V2rs V31s V3rs V41s V4rs V51S 3418 3418 300 300 828 828 478 478 Vw = 3741 3741 1 1948 1 3205 V5= 3418 3418 828 1307 Vgov= 3741 3741 1948 3205 IT=CIw= 796 0 472 270 (T=C)s= 727 25 201 103 (1) - Diaphragm Loads 1 8 GROUND LEVEL CURRENT 10-26-02.xis I O Adk Y AL __ ? A& FROM 5 TO 6 FROM 6TO 7 FROM 7TO 8 FROM 8TO 9 SR 6L 6 6R 7L 7 7R 8L 8 8R 9L 9 TUNES AREA Y' AREA Y ", AREA YAREA 2 Hd 5-6 0.33 Hd 6.7 9 0.45 Hd 7.8 9 0.73 Hd 8.9Hr 5.6 OK Hr 6.7 6 OK Hr 7-8 6 OK Hr 8.9 4 ' Lr lal 5-6 z Lr (a) 6.7 21 Lr (a) 7.8 35 Lr (a) 8.9 Lr Ibl 5-6 Lr Ib) 6-7 Lr (b) 7.8 Lr (b) 8.9 40 No. eX1t. 5-6 No. eX1t. 6 2 No. eX1t. 7-8 2 No. eX1t. 8.9 2 No. in[. 5-6 No. int. 6-7 No. int. 7-8 No. Int. 8.9 q H eX1t. 5-6H eX1t. 6.7 :.;,:' :; •9 H eX1t. 7-8 9 H eX1t. 8.9 18 H int. 5-6 H Int. 6-7 �4k.::;:.. " H int. 7-8 9 H Int. 8.9 14 L5.6 L6-7 7 L7.8 15 L8.9 29 0 L5dr 21 L6dr 34 L7dr 39 L8dr L6dl 01 L7dl 21 LBW 35 L9dl 40 Psi ',; . ' Psi Psi Psi X1 X1 X1 X1 Ps2 Ps2 Ps2 Ps2 X2 X2 X2 X2 Psi Ps3 Ps3 Ps3 X3. .... 1 X3 :::X3 X3- Was Was ": •,.;,c 3 ',. Was Was 3 Pw1 Pw1 Pw1 Pw1 X1 X1 X1 X1 Pw2 Pw2 Pw2 Pw2 X2 X2 X2 X2 Pw3 Pw3 Pw3 Pw3 X3 X3 , X3 X3 Ws 5.6114 Ws 6.7 Ww 6-7 Ws 7-8 Ww 7.8 Ws 8.9 Ww 8.9 86 183 134 183 167 188 v5rw v6rw v71w v7rw V81w v8rw V91W 0 30 30 41 40 69 67 v5rs v6rs v71s v7rs v81s v8rs V91s 14 30 29 61 60 VSrw V61w V6rw V71w V7rw V81w V8rw V91w 0 0 639 639 1393 1393 2675 2675 V5rs V61s V6rs V71s V7rs V81s V8rs V915 300 300 1018 1018 2386 2386 Vw = 1256 639 2033 4068 Vs= 478 300 1319 3404 Vgov= 1256 639 2033 4068 IT=CIw= 0 53 156 qg9 1T= CIS= 25 114 436 (1) - Diaphragm Loads 1 8 GROUND LEVEL CURRENT 10-26-02.xis Lwng Engineering Services 77804 Wildcal Dr. Palm Desert, CA. 92211 PHONE: 760-360-5770 (2) - Diaphragm Loads Job No. Sheet No. Of Calculated By Date DIAPHRAGM LOAD CALCULATIONS O Ak win FROM 9 TO 10 FROM 10TO 11 FROM 11TO 12 FROM 12TO 13 LINEEO.46 9R 10L 10 1OR 11L 11 11R 12L 12 12R 13L 13 JOINT AREA 2 ...;:Y .:-. AREA Y AREA Y AREA LPNHd 9.10 14 1.00 Hd 10.11 1.00 Hd 11-12 1.00 Hd 12.13 OK Hr 9.10 4 OK Hr 10.11 OK Hr 11-12 OK Hr 12.13 Lr la) 9.10 -- Lr (a) 10-11 ., .. Lr (a) 11-12 Lr (a) 12.13 Lr Ib) 9-10 40 Lr (b) 10-11 Lr Ibl 11.12 Lr (b) 12.13 No. eXit. 9.1 2 No. eX1t. 1 No. eX1t. 11.12 No. eX1t. 12.13 No. Int. 9-10 :4 No. int. 10- ;: No. int. 11.12 No. int. 12-13 H eX1t. 9.10 18 H eX1t. 10- °„° ._J;; _: ,', H eX1t. 11.12 H eX1t. 12-13 H Int. 9.10 14 H int. 10-11H Int. 11.12 li int. 12-13 L 9-10 19 L 10-11 L 11.12 L 12-13 40 L9dr 0 L10dr 0 L11dr 0 L12dr 1.10011 40 L11d1 0 L12di 0 L•13dl p P51 Ps1 P51 P51 X1 X1 X1 X1 Ps2 Ps2 Ps2 Ps2 X2 X2 X2 X2 Psi Ps3 * f Ps3 Ps3 X3 X3 Was i '.3 :, .. Was Was Was Pw1 EWa Pw1 Pw1 X1X1X1 X1 Pw2 Pw2 - Pw2 Pw2 X2 X2 X2 X2 Pw3 Pw3 Pw3 Pw3 X3 X3 X3 X3 Ws 9-10 Ww 9.10 Ws 10.11 Ww 10.11 Ws 11-12 Ww 11-12 Ws 12- Ww 12- 167 188 0 0 0 v9rw V101w v1orw V111w v11rw v121w v12rw vlw 43 43 0 0 0 0 0 0 v9rs viols v1ors V1115 v11rs v121s v12rs vis 39 39 V9rw V101w V10rw V111w V11rw V121w V12rw V131w 1737 1737 0 0 0 0 0 0 V9rs Viols V10rs V111s V11rs V121s V12rs V131s 1549 1549 Vw= 4412 1737 0 0 Vs= 3935 I 1549 gov= 4412 1737 0 0 (T=C)w= 0 0 0 O IT= Cls = O Ak win FROM 13 TO 14 FROM 14TO 15 FROM 15TO 16 FROM 1610 17 LINE 13 13R 14L 14 14R 15L 15 15R 16L 16 16R 17L 17 JOINT Y AREA Y : AREA :Y AREA Y AREA L/W 1.00 Hd 13-14 1.00 Hd 14.15 1.00 Hd 15.16 1.00 . Hd 16.17 OK Hr 13-14 OK Hr 14.15 :;=' .:, ,::.... OK Hr 15.16 OK Hr 16.17 Lr (a) 13-14 .... -- Lr (a) 14.15 -r :�....::: . Lr lal 15-16 Lr (a) 16-17 Lr (b) 13-14 Lr (b) 14.15 - Lr Ib) 15.16 Lr Ibl 16-17 No. eX1t. 13- No. eX1t. 1 r No. eXit. 15-16 No. eX1t. 16.17 No. int. 13-14 No. int. 14- No. Int. 15.16 No. int. 16.17 H eX1t. 13-14 q H eX1t. 147 H eX1t. 15-16 H e%1t. 16-17 Hint. 13-14 H int. 14-15Hint. 15.16 Hint. 16.17 L 13.14 L 14-15 L 15.16 L 16-17 0 L13dr 0 L14dr 0 L15dr 0 L16dr L14d1 0 L15d1 0 L16d1 0 L17d1 0 P51,..;...:..: Ps1 P51 Psi X1 X1 X1 Xi Ps2 Ps2 Ps2 Ps2 X2 X2 .: is n :;; l X2 X2 Ps3 Ps3 P53 P53 X3 X3 Was .-_'...-..: :, .. Was Was Was Pw1 Pw1 Pw1 Pw1 xi X1 Pw2 .... -...- Pw2 - Pw2 - Pw2. X2 X2 X2 X2 - Pw3 Pw3 Pw3 Pw3 X3 X3 X3 X3 Ws 13-14 Ww 13-14 Ws 14-15 Ww 14-15 Ws 15.16 Ww 15.16 Ws 16.17 Ww 16-17 0 0 0 0 v13rw v141w v14rw V151w v15rw v161w v16rw v171w 0 0 0 0 0 0 0 0 v13rs V141s v14rs v151s v15rs v161s v16rs v171s V13rw V141w V14rw V151w V15rw V161w V16rw V171w 0 0 0 0 0 0 0 0 V13rs V141s V14rs V151s V15rs V161s V16rs V171s Vw= 0 0 0 0 Vs = Vgov= 0 0 0 0 (T=C)w= 0 0 0 O (T=C)s= Wa GROUND LEVEL CURRENT 10-26-02.xls Young Engineering Services 77804 Wildcat Dr. ' Palm Desert,CA.92211 PHONE:760-360-5770. DIAPHRAGM RESULTS Job No. Sheet No. of Calculated By LINE vw vs vg0v W/S LINE vw vs vg0v W/5 10R 0 0 W 10L 43 39 43 W 11IR 0 0 W 11L 0 0 W 12R 0 0 W .• 12L 0 0 W 13R 0 0 w 13L 0 0 W 14R 0 0 w 14L 0 0 W 15R 0 0 w 15L 0 0 W 16R 0 0 w 16L 0 0 W 17R 0 0 W 17L 0 - 0 W 18R 0 0 W 18L 0 - 0 W 19R 0 0 W 19L 0 0 W 1R 80 73 80 W 20L 0 0 W 20R 0 0 w 21L 0 0 W 21R 0 0 W 22L 0 0 W' 22R 0 0 W 23L 0 0 w 23R 0 0 W 24L 0 0 W 24R 0 0 w 25L 0 0 W 25R 0 0 w 26L 0 0 W 26R 0 0 W 27L 0 0 W 27R 0 0 w 28L 0 0 W 28R 0 0 W 29L 0 0 W 29R 0 0 W 2L 80 73 80 W 2R 0 0 w 30L 0 0 w 30R 0 0 W 31L 0 0 W 31R 0 0 W 32L 0 0 W 32R 0 0 W 33L 0 0 W 33R 0 0 w 34L 0 0 W 34R 0 0 W 35L 0 0 W 35R 0 0 W 36L 0 0 W 36R 0 0 W 37L -0 0 W 37R 0 0 W 38L 0 0 w 38R 0 0 W 39L 0 0 W 39R 0 0 W 3L 0 0 w 311 89 38 89 W 40L 0 0 W 40R 0 0 w 41L 0 0 w 41R 0 0 W 42L 0 0 W 42R 0 0 w 43L 0 0 w 43R 0 0 "W 44L 0 0 w 44R 0 0 W 45L 0 0 W 45R 0 0 W 46L 0 0 W 46R 0 0 W 47L 0 0 W 47R 0 0 w 48L 0 0 W 48R 0 0 W 49L 0 0 W 4R 79 30 79 w 4L 89 38 89 W SR 0 0 W SL 79 30 79. W 6R 30 14 30 W 6L 0 0 W 7R 41 30 41 W 7L 30 14 30 W 8R 69 61 69 W 8L 40 29 40 W 9R 43 39 43 w 9L 67 60 67 W IL S MAX v— I 73 _20_ 1 GROUND LEVEL CURRENT 10-26-02.xls Young Engineering Services 77804 Wildcat Dr. Palm Desert,CA.92211 PHONE360-360-5770 Job No. Sheet No. of Calculated By 4/8/2004 LINE VALUES LINE VALUES Vw line Vwa line + V Vs line Vsa line + V1 Vqov dig /S diaoh case I MAX I 4412 I 2 .1 _ 2 G GROUND LEVEL CURRENT 10-26-02.xls ®ate-aa�aa �a�ae��aa �a�a®moo-a I MAX I 4412 I 2 .1 _ 2 G GROUND LEVEL CURRENT 10-26-02.xls ' Yourig Engineering Services LINE 1L 1R DIAPHRAGM' DATA CASE VMA% [[a %en0 Ltl. 0 80 • BO 47 47 - SHEAR WAIL WALL No. b h EXTANT. w 9 12.00 13.58 E 293 t E DATA .01 ,X7 P? - - - %2 Wt.' h/b 17 1.13 17 CONVENTIONAL SHEAR WALLS STRONG WALL •, - PLYWD 'PLYWD ALT. DORSAL STANDARD A.B. SILL WALL ABOVE vu 1 SIDE 2510E5 .WALL - SPACING PLATE rt-Clw R=CIs 310 8 AA .� NA a 5/e' at 30 2x _ - NP � 3X - HOEDOWN FORCES fi=CLW R=Cls fT. CI GOV. 2121 12g7 2121 HD HOEDOWN ' HD2A 12.2%.4X1 557820 - PND HOEDOWN 'PHD212.2X1 SST824 CONVENTIONAL SHEAR WALL HOEDOWN OPTIONS LT7/MTTMTT• HOEDOWN LCONU. a HOEDOWN LT713112.2XAXI SST820 I b STHDB 12.2X.4%1 I r 1 r HOEDOWN STHDB I2.2X 0%1 . LINE CASE W 77804 Wildcat Dr. ADDITIONAL LINE LOADS E PLYWD PLYWD ALT. 17 CONVENTIONAL SHEAR WALLS STRONG WALL - -- ='t1 1 - V9ov= Job No. Vsa. Palm Desert. CA. 92211 • E HOLDOWN FORCES 17 - HOLOOWN FORCES DIAPHRAGM DATA ± I M DATA AREA 1 Vw Sheet No. Of - PHONE:760-360-5770r CONVENTIONAL SMEAR WALL HOLDOWN OPTIONS LTT/MTTMTT + i' - -2 LINE vC0 v80 s[a %47 I b -.h 34t8 3741'E 'Wt. h/o Calculated By SPACING PLATE rr-C)w IT=CIs 17 SPACING PLATE r, .0 R=Clz .. STRAP HOEDOWN V MA%= - 3741 2L GOV CASE. ` 16.00 13.58 ' Date 4/8/2004 _ 233 A AA NA ALL PLYWOOD PANELS MEET h/b RATIO • IT CIw IT - CIS IT - CI GOV. HOLDOWN , "HOLOOWN LCONU: HOLDOWN I HOLDOWN V MIN- 3418 2R 0' - 0 0 Nb. PANELS IN LINE=. 4 _ - COMMENTS - - -- •-'•.- � - : _ _ _ � _ _ - ., - _ - � : t HD2A 12.2XAX155T820 - -. - LTT1912.2X.4%I 557820. C STHD812.2%.4X1 - I 1- STHDB 12.2%.4X1 LINE CASE- W -r,•. 17 ADDITIONAL LINE LOADS � - •�. E 17 17 ?. LINE CASE- } W ADDITIONAL LINE LOADS - - t l '��- 17 „ V9ov- 3741 Vsa= VWa- - 'E' .V9ov-' 17 -,. ._. ..: - :..; i _ ' E Vs VW • ` - - ` i 1948 E ::. VWa- 17 :E.::-� , 17 - ALL PLYWOOD PANELS MEET h/b RATIO - ' 1 3x18 3747 VW .^ - - No. PANELS IN LINE- -• 1 'E - - t7 _------ - • . �' - ' 828 - 1946 .07C;_I SE - W . TOTAL 16.05 ALL PLYWOOD PANELS MEET h/b RATIO _1 - - - - • , TOTAL 12.05 ,. - - NO. PANELS IN UNE-; 1 ' COMMENTS. ' - No. PANELS IN LINE= t • +• "•,r..., .«: .. +p--,::,•e..:;,•r+ ._:.,'.. .�•�. , , . LINE= AREA V MA%= . V MIN= 1 - 2 3741 341e LINE 1L 1R DIAPHRAGM' DATA CASE VMA% [[a %en0 Ltl. 0 80 • BO 47 47 - SHEAR WAIL WALL No. b h EXTANT. w 9 12.00 13.58 E 293 t E DATA .01 ,X7 P? - - - %2 Wt.' h/b 17 1.13 17 CONVENTIONAL SHEAR WALLS STRONG WALL •, - PLYWD 'PLYWD ALT. DORSAL STANDARD A.B. SILL WALL ABOVE vu 1 SIDE 2510E5 .WALL - SPACING PLATE rt-Clw R=CIs 310 8 AA .� NA a 5/e' at 30 2x _ - NP � 3X - HOEDOWN FORCES fi=CLW R=Cls fT. CI GOV. 2121 12g7 2121 HD HOEDOWN ' HD2A 12.2%.4X1 557820 - PND HOEDOWN 'PHD212.2X1 SST824 CONVENTIONAL SHEAR WALL HOEDOWN OPTIONS LT7/MTTMTT• HOEDOWN LCONU. a HOEDOWN LT713112.2XAXI SST820 I b STHDB 12.2X.4%1 I r STRAP RCOND. C - r HOEDOWN STHDB I2.2X 0%1 . LINE CASE W SHEAR WALL' - ADDITIONAL LINE LOADS E PLYWD PLYWD ALT. 17 CONVENTIONAL SHEAR WALLS STRONG WALL - -- ='t1 1 - V9ov= 3741 Vsa. : VWa= s E HOLDOWN FORCES 17 - HOLOOWN FORCES DIAPHRAGM DATA •WALL I M DATA AREA Vs ' Vw HOLDOWN FORCES - E CONVENTIONAL SMEAR WALL HOLDOWN OPTIONS LTT/MTTMTT 17 • - -2 LINE vC0 v80 s[a %47 I b -.h 34t8 3741'E 'Wt. h/o vu 1 SIDE 2SIDES WALL - SPACING PLATE rr-C)w IT=CIs 17 SPACING PLATE r, .0 R=Clz .. STRAP HOEDOWN V MA%= - 3741 2L GOV CASE. W 16.00 13.58 ' TOTAL 12.05 - _ 233 A AA NA ALL PLYWOOD PANELS MEET h/b RATIO • IT CIw IT - CIS IT - CI GOV. HOLDOWN , "HOLOOWN LCONU: HOLDOWN I HOLDOWN V MIN- 3418 2R 0' - 0 0 Nb. PANELS IN LINE=. 4 _ - COMMENTS - - -- •-'•.- � - : _ _ _ � _ _ - ., - _ - � : t HD2A 12.2XAX155T820 - -. - • - _ • -� '. 1 .• � + 4. .1 x • r -- :1 F jr � _• • b} � - • • - . r - ' M • I , i -. . - Y , 1 .. y �. _ .. - _ . - .'�. .• - �1} .. -- H y _. _ + � - -•- • - ^ - - - • - _ •- (1) _Shear Walls GROUND LEVEL CURRENT 10-26-02.xls - - - - CONVENTIONAL SHEAR WALLS - STRONG WALL -- + - LINE .4 DIAPHRAGM DATA - .. SHEAR WALL' - • ' PLYWD PLYWD ALT. _ CONVENTIONAL SHEAR WALLS STRONG WALL - -- ='t1 CONVENTIONAL SHEAR WALLS - STRONG WALLLIN - "LINE= 3 ._ DIAPHRAGM DATA SHEAR WALL DATA ," - HOLDOWN FORCES PLYWD PLYWD ALT. PORTAL STANDARD -2 HOLOOWN FORCES DIAPHRAGM DATA •WALL - SHEAR WALL DATA AREA PLYWD PLYWD ALT. PORTAL STANDARD A.B. - SILL WALL ABOVE HOLDOWN FORCES - HO PHD CONVENTIONAL SMEAR WALL HOLDOWN OPTIONS LTT/MTTMTT _ - HOEDOWN AREA AREA -2 LINE vC0 v80 s[a %47 LO NO. b -.h EXTANT. w P1 '%tl P2 X2 'Wt. h/o vu 1 SIDE 2SIDES WALL - SPACING PLATE rr-C)w IT=CIs SPACING PLATE r, .0 R=Clz .. STRAP HOEDOWN V MA%= - 3741 2L 80 80 q7' 47 12 16.00 13.58 - E 293- 17 0.85 233 A AA NA 5/8' at 30 2X IT CIw IT - CIS IT - CI GOV. HOLDOWN HOLDOWN "HOLOOWN LCONU: HOLDOWN RCOND. HOLDOWN V MIN- 3418 2R 0' - 0 0 0 4 E-- - 17 _ PHD212.2XI SSTB24. 371 .656 371 - HD2A 12.2XAX155T820 - PHD212.2%1 557824 LTT1912.2X.4%I 557820. C STHD812.2%.4X1 - I 1- STHDB 12.2%.4X1 LINE CASE- W -r,•. 17 ADDITIONAL LINE LOADS � - •�. E 17 17 ?. LINE CASE- } W ADDITIONAL LINE LOADS - - t l '��- 17 „ V9ov- 3741 Vsa= VWa- - 'E' .V9ov-' 17 -,. ._. ..: - :..; i _ ' E Vs VW • ` - - ` i 1948 E ::. VWa- 17 :E.::-� , 17 - ALL PLYWOOD PANELS MEET h/b RATIO - ' 1 3x18 3747 VW .^ - - No. PANELS IN LINE- -• 1 'E - - t7 _------ - • . �' - ' 828 - 1946 .07C;_I SE - W . TOTAL 16.05 ALL PLYWOOD PANELS MEET h/b RATIO _1 - - - - • , TOTAL 12.05 ,. - - NO. PANELS IN UNE-; 1 ' COMMENTS. ' - No. PANELS IN LINE= t • +• "•,r..., .«: .. +p--,::,•e..:;,•r+ ._:.,'.. .�•�. , , . • - _ • -� '. 1 .• � + 4. .1 x • r -- :1 F jr � _• • b} � - • • - . r - ' M • I , i -. . - Y , 1 .. y �. _ .. - _ . - .'�. .• - �1} .. -- H y _. _ + � - -•- • - ^ - - - • - _ •- (1) _Shear Walls GROUND LEVEL CURRENT 10-26-02.xls - - - - CONVENTIONAL SHEAR WALLS - STRONG WALL -- + LINE .4 DIAPHRAGM DATA - .. SHEAR WALL' - DATA ! ' PLYWD PLYWD ALT. _ CONVENTIONAL SHEAR WALLS STRONG WALL -• - ='t1 CONVENTIONAL SHEAR WALL HOLOOLNN OPTIONS "LINE= 3 ._ DIAPHRAGM DATA SHEAR WALL DATA ," - HOLDOWN FORCES PLYWD PLYWD ALT. PORTAL STANDARD A.B. SILL WALL ABOVE HOLOOWN FORCES HD PHD VCASE VMA% s[a Xentl Ltl WALLNO. b AREA ': 1'n::. LINE vCASE vMAX s[a Xentl Ltl WALL No. b n EXTANT. w Dt Xt P2 %2 W[. h/b vu 1 SIDE 251DE5 WALL HOEDOWN V MAX- 3205. 4L 89. 89 '•22; lTT/h1TTMTT- STRAP - 17 7.20 424 B AA NA '''0. . SPACING PLATE r, .0 R=Clz (i. Clw R=CIs ITGOV. HOLOOWN HOEDOWN HOEDOWN LCOND�'. HOEDOWN RCOND. HOEDOWN V MAX- 1948 3L 0 O ;. 0 �..- :8 .• 12.00 9.00 •E' = - _ 4 17 0.75 162 A AA NA _ ". SB' a[ 30 2%'"-"-.:: ��:; . '- 843 -109 843 HD2A E '• 17 V MIN. i' 828 3R 89 89 - 22- 22 ♦, " �. E;' .:-.. �:.:- 4 .. .` R -2X.4%1557820 PHD212.2XI SSTB24. LTT19 R•2X.4Xi 557820 1 STHDB f2.2X,4%1 I %- STHD8122%.4%1 .: - - ..-:. -r,•. 17 . , .• _ .. .. - - 17 . • ?. LINE CASE- } W ADDITIONAL LINE LOADS '?'a' - .;... .;•.E -. �:' -: Y _3 -::% '��- 17 „ _ _ E 17 _ _ 't ` .V9ov-' -,. ._. ..: - :..; i _ ' E _ I r i 1948 Vsa- ::. VWa- .,:.,, :E.::-� , 17 - ALL PLYWOOD PANELS MEET h/b RATIO - - . Vs VW .^ - t - • No. PANELS IN LINE- -• 1 .. ' 17 "�' �s'I �,` = - "`.: "' • -• - - - • . �' - ' 828 - 1946 r .E 17 _1 GOV CASE TOTAL 12.05 ,. - ALL PLYWOOD PANELS MEET h/b RATIO -• -- - - ' - No. PANELS IN LINE= t COMMENTS: "•,r..., .«: .. +p--,::,•e..:;,•r+ ._:.,'.. .�•�. , , . • - _ • -� '. 1 .• � + 4. .1 x • r -- :1 F jr � _• • b} � - • • - . r - ' M • I , i -. . - Y , 1 .. y �. _ .. - _ . - .'�. .• - �1} .. -- H y _. _ + � - -•- • - ^ - - - • - _ •- (1) _Shear Walls GROUND LEVEL CURRENT 10-26-02.xls - - - - CONVENTIONAL SHEAR WALLS - STRONG WALL -- LINE .4 DIAPHRAGM DATA - .. SHEAR WALL' - DATA ! •-%2' PLYWD PLYWD ALT. _ _ . CONVENTIONAL SHEAR WALL HOLOOWN OPTIONS ='t1 PORTAL STANDARD A.B. SILL WALL ABOVE HOLDOWN FORCES HD PHD LTLMTTMTT '.�' STRAP AREA ALINE VCASE VMA% s[a Xentl Ltl WALLNO. b h EXTANT. w Pt %1 D2 Wt.- h/b vu 1 SIDE 2510E5 WALL SPACING PLATE (T'.CIW IT -Os HOLDOWN HOLDOWN HOEDOWN V MAX- 3205. 4L 89. 89 '•22; 22 -'. 10 r+ '•-7.50: 9.00 '1-'E - 17 7.20 424 B AA NA . ICOND.� HOEDOWN RCOND. HOEDOWN V MIN- 1307 OR - .'"16' 'e SA3' a[ 30 3X -- :4 HD5A 12.2X1 SSTB20 PHD212.2%1 SST824 HTT1612.2%.4XI SSTS20 .H C ''1' STHO1412.2X.4XI - I STHD1012.2X.4X1 79 79 16 + F. E ''. 17 . LINE CASE= W ADDITIONAL LINE LOADS E' . "!, i - 17 _ V9ov= - :-,.3205 Vsa- .� __r. VWa- �.;; _ .. .. - ..,.. 17 . im Vs _ Vw .. E 17 _ _ 1307' -3205. i _ ' E GOV CASE- W .. TOTAL 7.55 ALL PLYWOOD PANELS MEET h/b RATIO - - . - .^ - t - • No. PANELS IN LINE- -• 1 .. ' COMMENTS: "�' �s'I �,` = - "`.: "' • -• - - - • . �' - ' • - _ • -� '. 1 .• � + 4. .1 x • r -- :1 F jr � _• • b} � - • • - . r - ' M • I , i -. . - Y , 1 .. y �. _ .. - _ . - .'�. .• - �1} .. -- H y _. _ + � - -•- • - ^ - - - • - _ •- (1) _Shear Walls GROUND LEVEL CURRENT 10-26-02.xls Young Engineering Services 77804 Wildcat Dr. Palm Desert, CA. 92211 PHONE:760-360-5770 RESISTING MOMENT LINE= 2 RESISTING MOMENT OVERTURNING MOMENTS UPLIFT WINO SEISMIC NET MOMENTS UPLIFT LINE= - 1 VSH Mot W WALL ABOVE CONTRIBUTION WIND SEISMIC WIND DIRECT SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No. VgOv Mr LEFT Mr RIGHT Mr MIN M(r=Clw H MR -CIS H V.H VSH MOL W MOL S MOt W7/3M Mot S-.9Mr MneL gov. rr=Clw rt=CIS 9 3725 37718 37718 37718 50592 48909 50592 48909 25447 14963 25447 2121 1247 RESISTING MOMENT LINE= 2 OVERTURNING MOMENTS WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND NET MOMENTS SEISMIC WIND + SEISMIC UPLIFT WINO SEISMIC WALL No. VgOV Mr LEFT Mr RIGHT Mr MIN Mrr=C)W H Mrr=CH H VwH - VSH Mot W Mot S Mot W-2/3 Mi Mot S-.9Mr Mnetgov. R=CIW R=Cis 12 3729 67054 67054 67054 - 50645 49853 50645 49853 5942 -10496 5942 371 -656 4303 4303 4303 28650 12418 28650 12418 25781 8545 25781 3438 1139 UNE- 3 RESISTING MOMENT OVERTURNING MOMENTS WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND NET MOMENTS SEISMIC WIND SEISMIC UPLIFT WIND SEISMIC WALL No. Vgov Mr LEFT Mr RIGHT Mr MIN MrT=C)W H Mrr=Cls H VWH VSH Mot W Mot S Mot W -2/3M Mot S-.9Mr Mnet gov. rt=C)w rt=Cls 8 1940 11016 11016 11016 17464 8605 17464 8605 10120. .1309 10120 843 -109 3183 4303 4303 4303 28650 12418 28650 12418 25781 8545 25781 3438 1139 LINE= . 4 RESISTING MOMENT OVERTURNING MOMENTS WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC, WIND NET MOMENTS SEISMIC WIND SEISMIC UPLIFT WIND SEISMIC WALL No. Vgov Mr LEFT Mr RIGHT Mr MIN MR=C)w H MrT=Cls H VwH VSH Mot W Mot S Mot W -2/3M Mot S-.9Mr Mnet gov. (T=C)w R=Cls 10 3183 4303 4303 4303 28650 12418 28650 12418 25781 8545 25781 3438 1139 (2) - Shear Walls L Job No. Sheet No. of Calculated By Date 4/8/2004 GROUND LEVEL CURRENT 10-26-02.xls Young Engineering Services 77804 Wildcat Dr. Palm Desert. CA. 92211 P)IONE:760.360-5770 Job No. Sheet No. of Calculated By Date 4/6/2004 (3) - Shear Walls GROUND LEVEL CURRENT 10-26-02.x1s • - 1 CONVENTIONAL SHEAR WALLS STRONG WALL 8 UNE= 7 • CONVENTION ALSHEAR WALLS STRONG WALL LINE= 6 PLYWD PLYWO ALT. PORTAL STANDARD LINE= 5 HD DIAPHRAGM DATA SHEAR WALL DATA PLYWD PLYWD ALT. PORTAL STANDARD I PLYWD PLVWO ALT. PORTAL STANDARD A.B. S!__ WALL ABOVE CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS AREA 1 LINE VCASE vMA% Xeno AREA 1 UNE A. B. SILL WALL ABOVE HOLDOWN FORCES HD PHD LTT/MTTAITT STRAP n EXTANT, w P1 X1 P2 X2 Wt. sta LO WALL Nb b n EXTANT, w Pt -XI P2 %2 Wt h/b vu 1 SIDE 2SIDES WALL SPACING PLATE (T -0w IT Cls R=C)w R=Cls R=C)GOV. HOLDOWN HOEDOWN 3 HOEDOWN LCONO.. HOLDOWN RCOND. V MAX= 1256 5L 79 79 16 16 11 15.83 9.00 E 17 0.57 79 A AA NA 5/8' at 30 2X NA E - HOLDOWN VMIN= 478 SR 0 LINE CASE= W V MIN= LCOND" HOEDOWN RCOND. "95 •721 NA NA NA C NA I NA 17 . 0 0 0 E 17 Vgov= 2033 Vsa=.. NA LINE CASE= W HD2A 122X,4%I SST820 ADDITIONAL UNE LOADS E 17 V MIN= 300 6R 30 30 21 2t Vgov= 1256 Vsa= Vwa= E t7 237 SW16%7 NA 2X 1605 767 1605 I 1 Vs VW STHD8 12.2%4%I LINE CASE= W 17 ADDITIONAL LINE LOADS .' .: - + _ 17 I 1 a76 1q16 I r - t7 W , 1 TOTAL 3.86 G07CE 639 Vsa= TOTAL 15.88 - ALL PLYWOOD PANELS MEET h/b RATIO - 17 NO. PANELS IN LINE= 1 COMMENTS: I- No.PANELSIN LINE= 1 COMMENTS - - - - VW Job No. Sheet No. of Calculated By Date 4/6/2004 (3) - Shear Walls GROUND LEVEL CURRENT 10-26-02.x1s • - CONVENTIONAL SHEAR WALLS STRONG WALL 8 UNE= 7 CONVENTIONAL SHEAR WALL HOLDOWh OPTIONS LINE= 6 PLYWD PLYWO ALT. PORTAL STANDARD DIAPHRAGM DATA HOLDOWN FORCES HD PHD SHEAR WALL DATA %. AREA I PLYWD PLVWO ALT. PORTAL STANDARD A.B. S!__ WALL ABOVE HOLDOWN FORCES HO PHD LTT/MTT/HTT SPACING PLATE R=C)w IT Cls AREA 1 UNE VCASE VMAX sta %entl LO WALLNO. b n EXTANT, w P1 X1 P2 X2 Wt. h/b Vu 1 SIDE 2SIDES WALL 524 C AA NA SPACING PLATE R=CIW R=CIS (T-C)w IT CIS R=CIGOV. HOLDOWN HOLDOWN STRAP HOLDOWN R COND. HOIDOWN C. STHD1412-2%.4X) V MA%= 639 6l 0 0 0 0 6 1.33 7.00 E - 17 5.26 237 SW16X7 HD2A 12.2%.4X1 SM20 LINE CASE= W V MIN= LCOND" HOEDOWN RCOND. HOEDOWN .. :'E .. ._. 17 17 . _ Vgov= 2033 Vsa=.. NA 2X 1605 767 1605 HD2A 122X,4%I SST820 PHD212-2%1 SSTB24 LTT20812"2%4%I SSTB20 C STHD812"2%4X1 I STHD8 12.2X,4%I V MIN= 300 6R 30 30 21 2t 7 1,33 7.00 E 17 5.26 237 SW16%7 NA 2X 1605 767 1605 HD2A 12"2%,4X1 SST820 PH02 (2"2%I SSTB24 LTT2OB 122)(.4X1 SST820 I STHD8 12 2%.4X1 I STHD8 12.2%4%I LINE CASE= W ADDITIONAL LINE LOADS .' .: - + _ 17 .: .. E ' - - 17 I r '...•:' GOV CASE= W 1 TOTAL 3.86 Vgov= 639 Vsa= Vwa= TOTAL 17.80 - All PLYWOOD PANELS MEET hA1 RATIO E 17 NO. PANELS IN LINE= 1 COMMENTS: I- - -` NO. PANELS IN LINE- 1 COMMENTS: - Vs VW E 171 I 300 639 E 17 I 1` LOV CASE= W TOTAL 2.70 USE SIMPSON STRONG WALL No, PANELS IN LINE = 2 FORCE PER PANEL= 320 COMMENTS: ISEE SHEARMAX CAlCS JI Job No. Sheet No. of Calculated By Date 4/6/2004 (3) - Shear Walls GROUND LEVEL CURRENT 10-26-02.x1s • CONVENTIONAL SHEAR WALLS STRONG WALL CONVENTIONAL SHEAR WALL HOLOOWN OPTIONS 8 UNE= 7 DIAPHRAGM DATA SHEAR WALL DATA PLYWD PLYWO ALT. PORTAL STANDARD A.B. I SILL WALL ABOVE HOLDOWN FORCES HD PHD AREA .1 LINE VCASE VMA% sig %entl Lt. WALL No. D h EXTANT. w Pt X7 P2. X2 Wt. h/b vu 1 SIDE 2 SIDES WALL SPACING PLATE R=C)w IT Cls 1:2' LINE VCASE VMA% sta %entl Ltl LTT/MTTMTT STRAP V MAX= 2033 7L 30 30 • 21" 21 5 "3.83 .6.75 F - , 17 1.76 524 C AA NA 5A7' at 30 3X (T=C)w R=Cls rr-o coV. 3389 2152 3389 HOLDOWN HDSA 12"2X1 SSr820 HOLDOWN PH02 12"2X1 SSTB24 HOEDOWN L COND:' HOEDOWN HTT1612.2%4XI SSTS20 1 STHD1012"2)(AX1 R COND. HOIDOWN C. STHD1412-2%.4X) VMIN= 1319 7R 41 41 34 34 ---' ... 'E.. :.. ...- •. ..': 17 :..: 229 A AA NA 5/8' at 30 2X 2240 1342 2240 HD2A 12.2%.4X1 SM20 LINE CASE= W V MIN= ADDITIONAL UNE LOADS BR .. :'E .. ._. 17 17 . _ Vgov= 2033 Vsa=.. .. Vwa= .. ..; ...E.: :' .. ..::' -:: 17 ` I 1. Vgov= 4068 Vs VW E 17 E -'E_ 17 1 ' Vs VW 1319 2033 .' .: - + _ 17 .: .. 4068 - I r '...•:' GOV CASE= W TOTAL 3.86 GOV CASE= ALL PLYWOOD PANELS MEET h/b RATIO TOTAL 17.80 - All PLYWOOD PANELS MEET hA1 RATIO NO. PANELS IN LINE= 1 COMMENTS: I- - -` NO. PANELS IN LINE- 1 COMMENTS: - Job No. Sheet No. of Calculated By Date 4/6/2004 (3) - Shear Walls GROUND LEVEL CURRENT 10-26-02.x1s CONVENTIONAL SHEAR WALLS STRONG WALL UNE= 8 DIAPHRAGM DATA CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS SHEAR WALL DATA I PLYWD PLYWD ALT. PORTAL STANDARD A.B. SILL WALL ABOVE HOLDOWN FORCES HD PHD LTT/MTTAiTT STRAP AREA 1:2' LINE VCASE VMA% sta %entl Ltl WALL No. b h EXTANT, w P1 X1 P2 %2 Wt, hA1 vu 1 SIDE 2SIDES WALL SPACING PLATE R=OW R=C)s R=C)w R=OR V MA%= 4068 Bl 40 40 `-"-` ' ',35.. 35 4' 17:75 17:50 :) - 'E- -' - - 17 0.99 S =CIGOV. HOLDOWN HOEDOWN HOEDOWN LCOND.' HOEDOWN RCONO. HOEDOWN 229 A AA NA 5/8' at 30 2X 2240 1342 2240 HD2A 12.2%.4X1 SM20 PHD2 t2.2%1 SST824 HTT1612-2X.4X7 SSTB20 :.C; STHD8 12"2%"4X1 '• C STHD8 12.2%4X) V MIN= 3404 BR 69 69 39 1 39 17 . LINE CASE= W ADDITIONAL UNE LOADS ;E 17 I 1. Vgov= 4068 Vsa=Vwa= E 17 1 ' Vs VW .E: 17 3404 4068 - '- E 17 - 1 I ` GOV CASE= W TOTAL 17.80 - All PLYWOOD PANELS MEET hA1 RATIO NO. PANELS IN LINE- 1 COMMENTS: - Job No. Sheet No. of Calculated By Date 4/6/2004 (3) - Shear Walls GROUND LEVEL CURRENT 10-26-02.x1s Young Engineering Services 77804 Wildcat Dr. Palm Desert. CA. 92211 PHONE:760-360-5770 RESISTING MOMENT OVERTURNING MOMENTS RESISTING MOMENT NET MOMENTS UPUF7 LINE= 5 WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WALL No. Vgov Mr LEFT Mr RIr MIN M IT MIT VV i. MIT -CII H VH VSH Mot W Mot 5 Mot W.2/3M Mot $.9Mr Mnet gov. R=Clw IT=CIS 11 1252 19170 191GHT 70 19170 11269 5846 11269 5846 1511 11407 1511 •95 -721 315 105 105 105 2205 1115 2205 1115 2135 1020 2135 1605 767 7 315 105 105 105 2205 1115 2205• 1115 2135 1020 2135 1605 767' LINE= 6 RESISTING MOMENT OVERTURNING MOMENTS WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND 'SEISMIC WIND SEISMIC WIND NET MOMENTS SEISMIC UPLIFT WIND SEISMIC WALL No. Vgov Mr LEFT Mr RIGHT Mr MIN MIT=Gw H M(T=CIS H VWH VSH Mot W MotS- Mot W-V3M Mot S-.9Mr Mner gov. (T=C)w (T=CIS 6 315 105 105 105 2205 1115 2205 1115 2135 1020 2135 1605 767 7 315 105 105 105 2205 1115 2205• 1115 2135 1020 2135 1605 767' LINE= B RESISTING MOMENT OVERTURNING MOMENTS NET MOMENTS UPLIFT ' LINE- 7 WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND SEISMIC WIND 'SEISMIC WALL NO. Vgov Mr LEFT Mr RIGHT Mr MIN MIT-C)w H MIT -CIS H VWH VSH Mot W Mot S Mot W -2/3M Moi S.9Mr Mnet gov. IT-ow rr-os 5 2006 842 842 842 13543 8998 13543 8998 12982 8240 12982 3389 2152 LINE= B RESISTING MOMENT OVERTURNING MOMENTS WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WINO NET MOMENTS SEISMIC WIND SEISMIC UPLIFT WIND SEISMIC WALL No. Vgov Mr LEFT Mr RIGHT Mr MIN MR=Clw H MR=CIS H VwH VSH Mot W Mot S Mot W�2/3M Mot S-.9Mr Mnet gov. IT=C)w (T=GS _4 4057 46866 46866 46866 70998 66007 70998 66007 39754 23828 39754 2240 1342 (4) - Shear Walls Job No. Sheet No.-__-. Calculated By Date 4/8/2004 GROUND LEVEL CURRENT 10-26-02.xis Young Engineering Services 77804 Wildcat Dr. Palm Desert, CA. 92211 PPiONE:760-360-5770 Job No. Sheet No. of Calculated By Date 4/8/2004 (5) - Shear Walls GROUND LEVEL CURRENT 10-26-02.xls CD 04 CONVENTIONAL SHEAR WALLS STRONG WALL CONVENTIONAL SHEAR WALL HOEDOWN OPTIONS E LINE= t1 CONVENTIONAL SHEAR WALLS STRONG WALL CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS LINE= 9 PLYWD PLYWD ALT. PORTAL STANDARD A.B. SILL WALL ABOVE HOEDOWN FORCES HD DIAPHRAGM DATA SHEAR WALL DATA - - PLYWD PLYWD AIT. I PORTAL STANDARD A.B. SILL WALL ABOVE HOLOOWN FORCES HD PHO L7T/MTT/HTT '. AREA 2 LINE vCASE vMAX sta Xend Ltl WALL NO. b h EXTANT. W P1 Xt P2 X2 W[. — vu 1 SIDE 2SIDES WALL SPACING PLATE R=Clw (i=CIS rr=CIw R=CIS 1T=CIGOV. HOLIOWN HOLDOWN STRAP HOLDOWN LCONO.'I HOIDOWN VMA%= 4412 9L 67 67 1.40 40 3 10.06 13.56 I 10 1.35 436 C AA NA 5/e' 30 . , ..: .. _ .: .: .E. .. .. ..... .. 17 --" .. RCONO. HOEDOWN V MIN= 3935 9R 43 43 40 40 E 17 ' a[ 3X 5456 4791 5458 HD6A I6%I 557834 PHD612.2X7 SST834 NA C NA I STHOt412.2%4%I LINE CASE= W ADDITIONAL LINE LOADS E 1711 1549 1737 -, 17 I I Vgov= x412 Vsa= - Vwa= E 17 ALL PLYWOOD PANELS MEET rVb RATIO GOV CASE= W I 1 Vs vw ALL PLYWOOD PANELS MEET h/b RATIO 1 E t7 8.04 NO. PANELS IN LINE NA COMMENTS: USE SIMPSON STRONG WALL 3935 4412 c 17 NO. PANELS IN LINE= 2 FORCE PER PANEL= 866 GOV CASE= W TOTAL 10.13 ALL PLYWOOD PANELS MEET h/b RATIO No. PANELS IN LINE= t COMMENTS Job No. Sheet No. of Calculated By Date 4/8/2004 (5) - Shear Walls GROUND LEVEL CURRENT 10-26-02.xls CD 04 CONVENTIONAL SHEAR WALLS STRONG WALL CONVENTIONAL SHEAR WALL HOEDOWN OPTIONS E LINE= t1 CONVENTIONAL SHEAR WALLS STRONG WALL .DIAPHRAGM 'DATA SHEAR WALL ,DATA = PLYWD PLYWD ALT. PORTAL STANDARD A.B. SILL WALL ABOVE HOEDOWN FORCES HD CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS' AREA LINE= AREA V MAX= V MIN= LINE CASE= 10 2 173I 1549 W LINE 10L 10R DIAPHRAGM DATA vCASE MAXIX srarqxentl 43 43 AO 0 0 .0 ADDITIONAL LINE LOADS LO 40 0 WALL No, 1 2 SHEAR WALL DATA - b h EXTANT. w Pt X1 P2 4.00 10.75 E 4.00' 10.75 -E - X2 Wt. 17 17 17 h/b 2.69 2.69 PLYWD PLYWD ALT. PORTAL STANDARD vu 1 SIDE 2SIDES WALL 216 216 A.B. SILL WALL ABOVE SPACING PLATE R=Clw R=Cls 2X 2% HOLDOWN FORCES (T=Clw O=Cls R=O COV. 2078 1882 2078 2078 1882 2078 HD NOLDOWN HD2A 12.2XAX1 SST820 HD2A i2.2%,4X1 SSTB20 PHO HOEDOWN PHD212,2XI SST824 PHO2 f2QX1 SST824 LTT/MTT/HTT •• HOLDOWN LCOND: -, HOLDOWN LT713112-2X.4X7 SST820 C STHD812-2XAXI LTT13112.2%.4X1557820 I ' - STHOB i2.2%.4X1 1 STRAP RCOND. HOLDOWN I STHD812.2X.4%1 I STHD812.2X.4X1 V9ov= 1731 Vs ae ,Vwa= - .... .. ... :. .. .-.. 17 C '� 1• - - 17 17R 0 0 - 0.: 0 . , ..: .. _ .: .: .E. .. .. ..... .. 17 --" .. 1'. I I Vs VW '•. .. t "'- • "' • E .• - 17 ' - V9Ov= E - 17 Vwa= : - '. -. .. ; .. ...,, 17 • I .1:.. Vs I Vw 1549 1737 -, 17 GOV CASE= W TOTAL 17 ALL PLYWOOD PANELS MEET rVb RATIO GOV CASE= W I I GOV CASE= W ALL PLYWOOD PANELS MEET h/b RATIO 1 TOTAL 8.04 NO. PANELS IN LINE NA COMMENTS: USE SIMPSON STRONG WALL NO. PANELS IN LINE= 2 FORCE PER PANEL= 866 1COMMENTS SEE SHEARMAX CALCS. - Job No. Sheet No. of Calculated By Date 4/8/2004 (5) - Shear Walls GROUND LEVEL CURRENT 10-26-02.xls CD 04 CONVENTIONAL SHEAR WALLS STRONG WALL CONVENTIONAL SHEAR WALL HOEDOWN OPTIONS E LINE= t1 .DIAPHRAGM 'DATA SHEAR WALL ,DATA = PLYWD PLYWD ALT. PORTAL STANDARD A.B. SILL WALL ABOVE HOEDOWN FORCES HD DHD LTONALS AREA - - LINE vCASE vMAX sta Xentl Ltl WALL No. b n EXTANT. w P1 X1 P2 X2 Wt. h/b vu 1 SIDE 2SIDES WALL SPACING PLATE R=Clw IT =Os R=C)W rt=CIS IT=CIGOV. HOLDOWN STRAP HOLDOWN HOLDOWN VMAX = 0 11L 0 0 .. .. .0.. 0 .. ;:._ ... _. E .,: •. .... .. _' ..: :- .. 17 :....: . - .. .. LCONDr HOLDOWN RCOND. HOLDOWN VMIN= 12R 0 0 .: 0 ..: .. .... .. ... :. .. .-.. 17 C '� 1• V MIN= W 17R 0 0 - 0.: 0 . , ..: .. _ .: .: .E. .. .. ..... .. 17 --" .. 1'. LINE CASE= W Vsa= ADDITIONAL LINE LOADS ' '•. .. t "'- • "' • E .• - 17 ' - V9Ov= 0 Vsa. Vwa= : - '. -. .. ; .. ...,, 17 • I .1:.. Vs I Vw :.. ..:. .:. :, : iE. - -, 17 GOV CASE= W TOTAL 17 ALL PLYWOOD PANELS MEET rVb RATIO GOV CASE= W TOTAL 1COMMENT& ALL PLYWOOD PANELS MEET h/b RATIO 1 NO. PANELS IN LINE NA COMMENTS: Job No. Sheet No. of Calculated By Date 4/8/2004 (5) - Shear Walls GROUND LEVEL CURRENT 10-26-02.xls CD 04 CONVENTIONAL SHEAR WALLS STRONG WALL CONVENTIONAL SHEAR WALL HOLDOWN OPTIONS LINE= 12 DIAPNRAGM DATA SNEAR WALL DATA -• - PLYWD PLYWD ALT. PORTAL STANDARD A.B. SILL WALL ABOVE HOLDOWN FORCES HD PHD LTT(MTT/HTT •• - AREA - - IINE vCASE VMAX sig Xentl Ltl WALL No. b n EXTANT. w Pt X1- P2 X2 Wt. h/b vu 1 SIDE 2SIDES WALL SPACING PLATE Ir=C)w O=Cts rr-ow rr=OS R=CI GOY. HOEDOWN STRAP HOEDOWN HOEDOWN LCOND.• VMAX= 0 12L 0 0 .. -... b_: p ':..0._: .:. ,';',"_.:;.[::::... ;+. E.. .. '' '. ..,.- .. - 17 :....: . - .. .. HOLDOWN R[OND. HOEDOWN VMIN= 12R 0 0 .: 0 :,. .:�:.;' :':�_:. .E..'.. .... .. ... :. .. .-.. 17 LINE CASE= W ADDITIONAL LINE LOADS L.' •' ...' . ;' " :: •' . • E - - :. ..:: 17 .' .:;~, ..„ V9ov= 0 Vsa= ....Vwa= .. .., _.. .. ., ;E. .• :. _. .; 17 Vs VW 17 17 GOV CASE= W TOTAL ALL PLYWOOD PANELS MEET rVb RATIO No. PANELS IN LINE = NA 1COMMENT& :' - .."' — ' ' -' - '' - Job No. Sheet No. of Calculated By Date 4/8/2004 (5) - Shear Walls GROUND LEVEL CURRENT 10-26-02.xls CD 04 Young Engineering Services 77804 Wildcat Dr. Palm Desert. CA. 92211 41ONE:760-360-5770 LINE 9 RESISTING MOMENT OVERTURNING MOMENTS WALL ABOVE CONTRIBUTION DIRECT WIND SEISMIC WIND SEISMIC WIND NET MOMENTS ' SEISMIC WIND SEISMIC UPLIFT WIND SEISMIC WALL NO. Vgov Mr LEFT Mr RIGHT Mr MIN Mrr.CIw H MIT =Cis H VwH VSH Mot W Mot S MotW.WMi Mot S.9Mr Mnet gov. R=C)w IT=Cls 3 4390 6899 6899 6899 WALL ABOVE CONTRIBUTION WINO SEISMIC 59620 54500 S9620 54500 55020 48291 55020 5458 4791 SEISMIC WIND - SEISMIC WALL No. Vgov Mr LEFT Mr RIGHT Mr MIN MIT=C)w H MIT. C)s H VWH VSH Mot W Mot S Mot w-wM Mot S-.9Mr Mnet gov. (f=C)W (T=CIS 1 864 1462 1462 1462 9288-8845 9288 8845 8313 7529 8313 2078 1882 2 ,864. P4 OVERTURNING MOMENTS ' - UNE= RESISTING MOMENT OVERTURNING MOMENTS WALL ABOVE CONTRIBUTION DIRECT 12 WIND SEISMIC WIND SEISMIC WINO RESISTING MOMENT OVERTURNING MOMENTS WALL No. V90V Mr LEFT Mr RIGHT Mr MIN MR -Ow H MIT =CIS H VWH VSH Mot W Mot S M0tW-?J3Mt Mot Sw.9Mr Mnet gov. NET MOMENTS UPLIFT UNE 10 WALL ABOVE CONTRIBUTION WINO SEISMIC WIND DIRECT SEISMIC WIND SEISMIC WIND SEISMIC WIND - SEISMIC WALL No. Vgov Mr LEFT Mr RIGHT Mr MIN MIT=C)w H MIT. C)s H VWH VSH Mot W Mot S Mot w-wM Mot S-.9Mr Mnet gov. (f=C)W (T=CIS 1 864 1462 1462 1462 9288-8845 9288 8845 8313 7529 8313 2078 1882 2 ,864. 1462 1462 1462 9288 8845 9288 8845 8313 7529 8313 2078 1882 OVERTURNING MOMENTS ' - UNE= RESISTING MOMENT OVERTURNING MOMENTS WALL ABOVE CONTRIBUTION DIRECT 12 WIND SEISMIC WIND SEISMIC WINO NET MOMENTS SEISMIC WIND SEISMIC UPLIFT WIND SEISMIC WALL No. V90V Mr LEFT Mr RIGHT Mr MIN MR -Ow H MIT =CIS H VWH VSH Mot W Mot S M0tW-?J3Mt Mot Sw.9Mr Mnet gov. IT.CIw IT CIS ' - UNE= RESISTING MOMENT OVERTURNING MOMENTS WALL ABOVE CONTRIBUTION DIRECT 12 WIND SEISMIC WIND SEISMIC WINO NET MOMENTS SEISMIC WIND SEISMIC UPLIFT WIND SEISMIC WALL No. V90V Mr LEFT Mr RIGHT Mr MIN MR -Ow H MIT =CIS H VWH VSH Mot W Mot S M0tW-?J3Mt Mot Sw.9Mr Mnet gov. IT.CIw IT CIS GROUND LEVEL CURRENT 10-26-02.xls 1 REFERENCE / SNcAQMgp cH�Cs LANG JcoJ �o3`I�,,�. LLN t 10 V404 ChS,—o-; Sti, 3 -�lo -q `') tANV-LS . ter- _ ..,� .'{GM_ �n== �J�VG- .NG-ii�__�{vG- __ �''✓i.== Rev: Title: SAWYER RESIDENCE Dsgnr: EAF Description I Scope : 715, Ver 5.8.0, 1 -Dec -2003 Plywood Shear Wall & .Footing NERCALL Engineering Software Description SHEAR WALL #1 AND #2 Job # 04-1702-01 Date: 12:31 PM, 14 JUL 04 Page 1 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. # Plywood Layers 2 Wall Length 3.000 ft .. End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 10.750 ft Seismic Factor 0.143 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 15/32" Ht / Length 3.583 Stud Spacing 16.00 in Loads � Vertical Loads... Overburden Load over Footing 0.00 psf Point Load # 1 0.00 lbs at 0.00 ft . Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at 0.00 ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 It Lateral Loads... Uniform Shear @ Top of Wall 300.00 #/ft 3.000 ft = 900.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 3.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 1.000 ft Concrete Weight 145.00 pcf Wall Length 3.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 6.000 ft pc 2,500.00 psi Footing Length 10.000 ft Fy 60,000.00 psi Footing Width 2.00 ft Min. Steel As % 0.00140 Footing Thickness 24.00 in Design OK Wall Summary... Using 15/32" Thick Structural I on 2 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear= 326.1#/ft, Capacity= 560.000#/ft -> OK Wall Overturning = 10,096.4ft-#, Resisting Moment = 822.4ft-#, End Uplift = 3,091.34lbs Max. Soil Pressures: @ Left = 733.4psf, @ Right = 637.9psf Sill Bolting: 1/2"- Bolts @ 31.08in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 4.19psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.71 in2, @ Right = 0.71 in2 R5 ; .53 Minimum Overturning Stability Ratio = 2.520 : 1 Simpson Hold Down Options p Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 40101bs HD5A, Capacity = 4010lbs 29- Title: SAWYER RESIDENCE Job # 04-1702-01 Dsgnr: EAF Date: 12:31 PM, 14 JUL 04 Description eN aes Scope: User KW -0601715: Ver 5.8.0, 1 -Dec -2003 Plywood Shear Wall & Footing Ic)1983.2003 Page 2� ENERCALC Engineering Software sawyer residence.ecw:Calculations Description SHEAR WALL #1' AND #2 Footing Analysis Lateral Forces Forces Actingin Direction Direction ., Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.115 ft 1.683 ft Soil Pressure @ LEFT Side of Footing 733.37 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 637.90 psf Moments... Actual Mu @ Left Wall Edge 435.88 ft-# 8,304.84 ft-# Actual Mu @ Right Wall Edge 1,166.49 ft-# 285.16 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 0.000 psi i 0.000 psi vu/.85 @ 'd' from Right Wall Edge 4.129 psi 4.186 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 12,053.20 ft-# 12,053.20 ft-# Resisting Moment 30,370.63 ft-# 33,111.88 ft-# Overturning Stability Ratio 2.520 :1 2.747 :1 -30 Title: SAWYER RESIDENCE Job # 04-1702-01 Dsgnr: EAF Date: 6:27PM, 8 APR 04 Description EN GE5 Scope: Rev: 580000 -- _ - User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Plywood Shear Wali & Footing Page 1 _c11983-2003 ENERCALC Engineering Software saw Ver residence:ecw:Calculations Description SHEAR WALL #3 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. # Plywood Layers 1 Wall Length 10.080 ft .. .. End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 13.580 ft Seismic Factor 0.143 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 3.00 Thickness 15/32" Ht /Length 1.347 Stud Spacing 16.00 in 0.00 lbs Loads Strut Force Applied @ Top of Wall 0.00 lbs Vertical Loads... Moment Applied @ Top of Wall 0.00 ft-# Point Load # 1 0.00 lbs at 0.00 ft , Point Load # 2 0.00 lbs at 0.00 ft Concrete Weight Point Load # 3 0.00 lbs at ft Rebar Cover Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 436.00 #/ft 10.080ft = 4,394.88 lbs Uniform Shear @ Top of Wall 0.00 #/ft 10.080 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length 10.080 ft Rebar Cover 3.00 in Past Right Edge of Wall 8.500 ft fc 2,500.00 psi Footing Length 18.580 ft Fy 60,000.00 psi Footing Width 2.00 ft Min. Steel As % 0.00140 Footing Thickness 24.00 in Summary Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 8d at 3 in @ Edges, 8d at 12 in @ Field Applied Shear = 455.4#/ft, Capacity = 550.000#/ft -> OK Wall Overturning = 61,011.6ft-#, Resisting Moment = 6,899.1ft-#, End Uplift = 5,368.31 lbs Max. Soil Pressures: @ Left = 1,335.4psf, @ Right = 1,014.8psf Sill Bolting: 1/2". Bolts @ 22.25in, 5/8" Bolts @ 34.87in, 3/4" Bolts @ 48.00in Footing Summary... ; 1,5 : Max. Footing Shear= 14.09psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.71 int, @ Right = 0.71 in2 Minimum Overturning Stability Ratio = 1.525 : 1 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing PHD6, Capacity = 5860lbs PHD6, Capacity = 5860lbs HD6, Capacity = 6080lbs HD6, Capacity = 6080lbs PHD8, Capacity = 6730lbs PHD8, Capacity = 6730lbs HD8A, Capacity = 7460lbs HD8A, Capacity = 7460lbs - 3 1 - Title: SAWYER RESIDENCE Job # 04-1702-01 Dsgnr: EAF Date: 6:27PM, 8 APR 04 ID— Description EN Scope • Page 2 R Sve 80000 plywood Shear Wall & Footing User: KW 601715, Ver 5.8.0, 1 -Dec -2003 IM983-2003 ENERCALC Engineering Softwaresa er resitlence:ecw:Calculationr Description SHEAR WALL #3 Footing Analysis . Lateral Forces Actino in Direction - -- Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 6.258 ft 5.300 ft Soil Pressure @ LEFT Side of Footing 1,335.43 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,014.75 psf Moments... Actual Mu @ Left Wall Edge 0.00 ft-# 36,757.77 ft-# Actual Mu @ Right Wall Edge 0.00 ft-# 0.00 ft-# Shears... vu/.85 @ V from Left Wall Edge 0.000 psi 0.000 psi vu/.85 @ V from Right Wall Edge 8.885 psi 14.087 psi Allowable. Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 70,192.85 ft-# 70,192.85 ft-# Resisting Moment 107,011.83 ft-# 118,647.17 ft-# Overturning Stability Ratio 1.525 :1 1.690':l 32 Title: SAWYER RESIDENCE Dsgnr: EAF Description Scope : Job # 04-1702-01 Date: 12:31 PM, 14 JUL 04 User: a' 01715, Ver 5.8.0, 1 -Dec -2003 Plywood Shear Wall & Footing Page 1 (01983-2003 ENERCALC Engineering Software sawyer residence.ecw:Calculatior Description SHEAR WALL #5 I General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. # Plywood. Layers 1 Wall Length 3.830 ft End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 6.750 it Seismic Factor 0.143 Nail Size 10d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 15/32" Ht / Length 1.762 Stud Spacing 16.00 in 0.00 lbs Loads 0.00 ft-# Footing Vertical Loads... Overburden Load over Footing 0.00 psf Point Load # 1 0.00 lbs at 0.00 ft . 3.830 ft Rebar Cover Point Load # 2 0.00 lbs at 0.00 ft fc 2,500.00 psi Point Load # 3 0.00 lbs at 0.00 ft 60,000.00 psi Footing Width Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft HD2A, Capacity = 2775lbs 0.00 ft to 0.00 ft Lateral Loads... ' PHD2, Capacity = 3610lbs HD5A, Capacity = 40101bs HD5A, Capacity = 40101bs Uniform Shear @ Top of Wall 524.00 #/ft ' 3.830 ft = 2,006.92 lbs Uniform Shear @ Top of Wall 0.00 #/ft 3.830 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 9.500 ft Concrete Weight 145.00pcf Wall Length 3.830 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft fc 2,500.00 psi Footing Length 13.330 ft Fy 60,000.00 psi Footing Width 2.00 ft Min. Steel As % 0.00140 Footing Thickness 24.00 in Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 10d at 3 in @ Edges, 10d at 12 in @ Field Applied Shear = 540.4#/ft, Capacity = 665.000#/ft -> OK Wall Overturning = 13,758.8ft-#, Resisting Moment = 841.6ft-#, End Uplift = 3,372.63lbs Max. Soil Pressures: @ Left = 573.4psf, @ Right = 645.6psf Sill Bolting: 1/2". Bolts @ 18.75in, 5/8" Bolts @ 29.39in, 3/4" Bolts @ 42.23in Footing Summary... Max. Footing Shear = 4.91 psi, Allowable = 100.00psi -> OK 7' Bending Reinforcement Req'd @ Left = 0.71 in2, @ Right = 0.71 int Minimum Overturning Stability Ratio = 2.926: 1 As q .`13.N Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 36101bs ' PHD2, Capacity = 3610lbs HD5A, Capacity = 40101bs HD5A, Capacity = 40101bs - 33 - Title: SAWYER RESIDENCE Job # 04-1702-01 Dsgnr: EAF Date: 12:31 PM, 14 JUL 04 Description eH ces Scope User KW0601715, Ver 5.8.0, 1 -Dec -2003 Plywood Shear Wall 8r Footing Page 2 Ic)1983.2003 ENERCALC Engineerin Software 9 sawyer resitlence.ecw:Calculations Description SHEAR WALL #5 Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.935 ft 2.446 ft Soil Pressure @ LEFT Side of Footing 573.43 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 39.54 psf 645.56 psf • Moments... Actual Mu @ Left Wall Edge 14,839.52 ft-# 0.00 ft-# Actual Mu @ Right Wall Edge 0.00 ft-# 15,203.42 ft-# Shears... vu/.85 @'d' from Left Wall Edge 4.913 psi 4.899 psi vu/.85 @ 'd' from Right Wall Edge 0.000 psi 0.000'psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 17,898.35 ft-# 17,898.35 ft-# Resisting Moment " ' 56,546.59 ft-# 52,371.41 ft-# Overturning Stability Ratio 3.159 :1 2.926 :1 a - 34 - ounce User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Title: SAWYER RESIDENCE Dsgnr: EAF Description Scope : Plywood Shear Wall & Footing Description SHEAR WALL #6 AND #7 Job # 04-1702-01 Date: 12:31 PM, 14 JUL 04 Page 1 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. # Plywood Layers 1 Wall Length 1.330 ft End Post Dimension.. 3.50 in Plywood Grade Structural I Wall Height 7.000 ft Seismic Factor 0.143 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 15/32" Ht/Length 5.263 Stud Spacing 16.00 in Loads Vertical Loads... Overburden Load over Footing 0.00 psf Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at 0.00 ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 241.00 #/ft 1.330 ft = 320.53 lbs Uniform Shear @ Top of Wall 0.00 #/ft 1.330 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 9.000 ft Concrete Weight 145.00 pcf Wall Length 1.330 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.500 ft pc 2,500.00 psi Footing Length 11.830 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Design OK Wall Summary... Using 15/32" Thick Structural I on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 258.0#/ft, Capacity = 280.000#/ft -> OK Wall Overturning = 2,322.9ft-#, Resisting Moment = 105.2ft-#, End Uplift = 1,667.42lbs Max. Soil Pressures: @ Left = 327.1 psf, @ Right = 378.Opsf Sill Bolting: 1/2"Bolts @ 39.28in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 2.52psi, Allowable = 100.00psi -> OK < < 5 Bending Reinforcement Req'd @ Left = 0.25in2, @ Right = 0.25in2 Minimum Overturning Stability Ratio = 5.484 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs - 3 5 - - 36 - Title: SAWYER RESIDENCE Dsgnr: EAF Description Scope: Job # 04-1702-01 Date: 12:31 PM, 14 JUL 04 Rev: 580002 .1 User: KW -0601715, Ver S.B.O. 1 -Dec -2003 Plywood Shear 101983.2003 1. a Wall & Footing Page 2 p L ENERCALC Engineering Software sawyer residence.ecw:calculations Description SHEAR WALL #6 AND #7 Footing Analysis - � Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 0.822 ft 1.256 ft Soil Pressure @ LEFT Side of Footing 327.09 psf 83.77 psf Soil Pressure @ RIGHT Side of Footing 134.67 psf 377.98 psf Moments... Actual Mu @ Left Wall Edge 2,585.26 ft-# 321.77 ft-# Actual Mu @ Right Wall Edge 1,372.85 ft-# 2,513.93 ft-# Shears. vu/.85 @ 'd' from Left Wall Edge 2.519 psi 2.168 psi vu/.85 @ 'd' from Right Wall Edge 0.000 psi 0.000 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 2,837.67 ft-# 2,837.67 ft-# Resisting Moment 16,749.12 ft-# 15,562.10 ft-# Overturning Stability Ratio 5.902 :1 5.484 :1 - 36 -