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RER (12-0542)50191 Calle Maria 12-0542 P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 12-0000'0542'-• Property Address: 50191 CALLE MARIA APN: 773-340-014-14 -14496 - Application description: REMODEL - RESIDENTIAL Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 150000 Applicant: Architect or Engineer: Wrrl ALJ. )L - BUILDING & SAFETY DEPARTMENT BUILDING PERMIT . -----------------------------—------------------- LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that 1 am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Busines and Professionals Code, and my license is in full force and effect. . License C s B C54 Lic s No/7. 655861,,D Date:76 /p/ Contractor: ,ew OWNER -BUILDER DECLARATION 'v I hereby affirm under penalty of perjury that I am exempt from the Contractor's 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 Contractor's 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 the applicant to a civil penalty of not more than five hundred dollars ($500).: 1—) 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 Coder 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 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.). (_) 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 contractors) licensed pursuant to the Contractors' State License Law.). 1 _) I am exempt under Sec. , B.&P.C. for this reason Date: Owner: 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: LQPERMIT Owner: BLAKELY, JEANNE 1412 FLORESTA' PL . PACIFIC PALISADES, CA 91 Contractor: GALATI ENTERPRISES INC 78050 CALLE CADIZ LA QUINTA, CA 92253 (760)777-9994 Lic.•No.: 655861 VOICE (76N777-7+#.13 FAX (76 INSPECTIONS (76 Date: 8/09/12 _ --------------- - -- WORKER'S 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 ULLICO CASUALTY Policy Number UWIC48500015111 I certify that, in the performance of the work for which this permit is issued, 1 shall not employ any person in any manner sspp as to become subject to the workers' compensation laws of California, and agree that, if I shoLId become subjec o the workers' compensation provisions of Section 3700 of the Labor C'o'de, I sh II fo i comply with those pr isions. 1 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. 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, indemnify and hold harmless the City - of LaQuinta, 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 information is correct. I agree to comply with all city and county ordinances and state laws relating to bu ding construc ' n, and hereby authorize represenrives of this cou ty enter upon the above-mentioned pro y r in pec pur ses.//J ..Dat/!Signature (APPlicant or Agen yi/ G !/ Application Number . . 12-00000542 ------ Structure Information 80SF DWELLING AND 144SF PATIO ADDITIONS ----- Other struct info . . . . . CODE EDITION 201.0 Permit . . . BUILDING PERMIT Additional desc . Permit Fee 814.50 Plan Check Fee 529.43 Issue Date Valuation 150000 Expiration Date 2/05/13 Qty Unit Charge Per Extension BASE FEE 639.50 50.00 3.5000 THOU BLDG 100,001-500,000' 175.00 Permit .... . ELECT - ADD/ALT/REM Additional desc . Permit Fee 96.20 Plan Check Fee 24.05 Issue Date . . . Valuation 0 Expiration Date 2/05/13 Qty Unit Charge Per Extension BASE FEE .15.00 2320.00 .0350 . ELEC NEW RES - 1 OR 2 FAMILY 81.20 Permit MECHANICAL Additional desc . Permit Fee . . . . 87.00 Plan Check Fee.. 21.75 Issue Date Valuation 0 Expiration Date 2/05/13 Qty Unit Charge Per Extension BASE FEE 15.00 1:00 4.5000 EA MECH VENT INST/ DUCT ALT 4.50 1.00 9.0000 EA MECH B/C,<=3HP/100K BTU 9.00 1.00 6.5000 EA MECH AH <=10K CFM 6.50 8.00 6.5000 ---------------------------------------------------------------------------- EA MECH VENT FAN 52.00 Permit ... . PLUMBING Additional desc . Permit Fee 130.50 Plan Check Fee 32.63 Issue Date . . . . Valuation 0 Expiration Date 2/05/13 Qty Unit Charge Per Extension LQPERMIT Application Number 12-00000542 . Permit PLUMBING ' Qty Unit Charge Per Extension BASE FEE 15.00• 17.00 6.0000 EA PLB FIXTURE 102.00 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 3.0000 EA PLB GAS PIPE 1-4 OUTLETS 3.00 ------------------------------------------------------------_--------------- , Special Notes and Comments 80SF ATRIUM ENCLOSURE AND 144SF PATIO ADDITION AT REAR WITH REMODEL TO ENTIRE . DWELLING/VB/RES-3/CLASS A [ENGINEERED]" APPROVED WITH COMMENTS - EOR TO PROVIDE STRUCTURAL OBSERVATION LETTER PRIOR TO. FRAMING,.INSPECTION. 2010 CALIFORNIA BUILDING CODES. , August 9, 20125:04:0'5 PM AORTEGA --- ---------------------------------------------------------------------- Other Fees . . . BLDG STDS ADMIN (SB1473) 6.00 ENERGY REVIEW FEE 52.94' STRONG MOTION (SMI) - RES 15.'00 Fee summary Charged Paid Credited ----------------- ----------• ---------- "---------- Due ~ -------- Permit Fee Total 1128..20 .00 .00 - 1128.20 Plan Check Total 607.86 .00 .00 607.86 Other Fee Total' 73.94 .00 .00 73.94 ' Grand Total .1810.00 .00 .00 1810.00 LQPERMIT ' Bin. # Permit #' Project Address: C A. P. Number. Contractor. Q afiT- 1 Address: Q O' (-U L 1 e City, $T, Tap: Telephone:, (, 0,`l State Lia #: (ItIcsj Arch., Bngr., Designer: - Addtess: 70 ?jq O w I Qty of La Quinta Building 8L Safety Division P.O. Box 1504, *78-495 Calle Tampico La.Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet . a(- G'L> Owner's Name:. 3 J n e, 131ok, Address: NQ Z R ofe 5 DO NOT WRITE BELOW THIS LINE City, ST, Zip: P SC`s( t UT -7, -o&-r Telephone: 3(0 41j (AZ j Project Description: Req'd Qemodefl a+I o ry zi n , re k city LiaA.,. 4969 r7 uotoaOUprS ( roil l d ed, <_76(4-6 1 Cb I C City., City, ST. Zip: KaOch U ; (a "l Telephone: _7 0 3z -00 Construction Type:. Occupancy: State Lic. #: COOg I .:; u Project type (circle one): New Add'n Alter Repair Demo Name of Contapt Person:©q n Sq. Ft.: 29 D 5 1 # Stories: # Unit$: Telephone # of Contact Person: 2 too . 2 e 54 I Estimated value of Project 1 ,c5o 0 o a 902-7 2 - i ' APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Reee'd TRACKING PERMIT FEES Plan Sets Plan Check submitted 5/I5 Amount Structural Coles. Reviewed, ready for corrections Plan Check Deposit. . files• yTram Called Contact Person Plan Check Balance Title 24 Cales, n p` Plum eked u Pi p Construction Flood plain plan Plans resubmitted.. b Mechariicsl Giadlug plan 2" Review, ready fo c0 ectio a Electrical Subeontactor List Called Contact Person Plumbing Grant Deed Pians picked up 1 S.M,I, H.O A Approval Plans resubmitted 7. rading IN HOUSE:- Review, ready for eorreedo a Developer Impact Fee Planning Approval Called Contact Person 79 A.i.P.P. a Pub. Vi!ks. Appr Date of permit issue School Fees 5/2- 1 '11 -rd s/ .5c `?At1 • Alt 5-i ¢, . l _93 off- 8 - 2• Z 2.__ • Total Permit Fees 8`S lum. As t.3% •441 u {:t ZC Date 8/23/12 No. 31376 Owner Jeanne Blakely Address 50191 Calle Maria City La Quinta Zip Tract # Type Residential Addition Lot # No. Street Unit 1 50191 Calle Maria Unit 2 Unit 3 Unit 4 Unit 5 Comments CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms Road La Quinta, CA 92253 (760) 771-8515 APN # Jurisdiction Permit # No. of Units S.F. Lot # No. 80 Unit 6 Unit 7 Unit 8 Unit 9 Unit 10 FtEosc BERMUDA DUNES r C7 RANCHO MIRAGE ( INDIAN WELLS PALM DESERT I.A QUINTA y VQ INQQ .y ~ 773-340-014 La Quinta 1 Street S.F. At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: Residential Addition 500 Sq Feet or Less EXEMPT This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $0.00 X 80 S.F. or $0.00 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 Exempt - Bill Wilson Check No. Name on the check Telephone 760-777-9994 Funding Exempt By Dr. Sharon P. McGehee Superintendent. Fee collected lexemp ed by arOn MCGllvrey Payment Recd iv0.00 r Over/Undei^ Signature NOTICE: PursuaIto overnment Code Section 66020(d)(1), his will serve to notify you that the 90 -day approval period in which you may protest the fees or 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 public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID without embossed seal Embossed Original - Building Department Applicant Copy - Applicant/Receipt Copy - Accounting March 19, 2012 Connie Galati Total Construction DearConnie, This letter Is -to confirm our emag approving Mrs. Blakely's application to remodel her home at 50191 Calle Maria. The Change Application was approved by'the Board of Directors at their meeting today. Please contact us when the project is completed, so the roof and other exterior elements r! can be inspected. S rely, • Dave Sett. CACM Community Association Manager Santa Rosa Cove Association dave@albertmgt.com- g2ECEIVED JUN 28 2012 • asB91 E. en6a.ra • L Quiets, c ogrcrwa x. - SRC F=C16Q)s644418 Ma;,i,e,►am+ : SANTA ROSA COVE ASSOCIATION ?":Dow% CAS„ I --P-. O -.—B -o -x 15 0 4 LA QUINTA, CALIFORNIA 92247-1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 June 19, 2012 Ms. Connie Galati Galati Enterprises, Inc. 78-050 Calle Cadiz La Quinta, CA 92253 (760) 777--700.0 FAX (.760) 777-7101 SUBJECT: ..MINOR ADJUSTMENT 2012-650: 50-191 CALLE MARIA 10% DECREASE TO THE MINIMUM INTERIOR GARAGE SPACE Dear Ms. Galati: This letter is to report that the Planning Department has reviewed and approved your Minor Adjustment application (MA 2012-650), pursuant to Section 9.210.040 of the City of La Quinta Zoning Code, for the residence at 50=191 Calle Maria, within the Santa Rosa Cove. REQUEST: Grant up to a 10% adjustment to decrease the interior garage dimensionsfrom twenty feet by twenty feet (20' x 20') to -twenty feet by eighteen feet (20' z 18') to accommodate the relocation of a water heater, as shown on the plans submitted with this application. CONDITIONS: 1. A building permit shall be obtained from the Building .& Safety Department prior to construction. 2. The proposed addition and all other construction shall comply with all other development standards as required under the' LaQuinta. Zoning Code,. 3. The proposed addition and all other construction. shall comply with all other development standards as required under the La Quinta Zoning Code. DECISION: Approval is granted for the requested adjustment subject to the above listed conditions and based on the following findings: 1. Minor Adjustment 2012-650 is consistent with the La Quinta General Plan, in that the encroachment proposed . does not alter the approved land use for the property, or affect land use on surrounding similar properties. 2. Minor Adjustment 2012=650 is consistent with the intent of the La Quinta Zoning Code, in that the requested adjustment will be conditioned to comply with all other development standards as required under said Zoning Code. 3. Processing and approval of Minor Adjustment 2012=650 is in compliance with the California Environmental Quality Act. The adjustment requested falls under CEQA Guidelines Section 15305(a) as a "Minor Alterations to Land" - Class 5 Categorical Exemption. 4. Approval of Minor Adjustment 2012-650 is not detrimental to the public health, safety and general welfare, nor injurious or incompatible with other properties and land use in the vicinity. The adjustment has no impact on health or safety issues, and will not affect physical land use characteristics in the vicinity. Please be advised that the City only approves one Minor Adjustment per lot, regardless of the percentage of the development standard adjusted. This approval relates only to allowance of the reduction as stated above, and does not imply any entitlement or approval of a building permit for any structures shown on the plans on file. All other development standards of the La Quinta Zoning Code are applicable and shall be adhered to in preparing plans for building plan check. If you have any additional questions, please contact me at 760-777-7125. Sincerely, ERIC CEJA Assistant Planner C: Building & Safety Department 400 14 - CO rn 0 0 r, U C ,M .Q 4b /1 • The undersigned certifies that Knauf Fiber Glass Premium Building RA Insulation has been installed in accordance with the manufacturer's This is my Insulation."' recommended applications for these products. r Insulation Type (check applicable items) Kraft Foil FSK Blowing Unfaced Faced Faced Foil Insulation Sloped Ceilings 0 0 0 0 0 Attic Areas Thickness 0 0 0 0 Floors O 0 0 LJ 0 Above Grade Walls in. 0 U 0 0 Basement/ 0 0 0 0 0 Crawlspaces Street Address Lott No. M r Subdivision I Vj-52 City State zip SaloS(l State License # o2,0 ` 13 Date Veep this certificate with other valuable homeowner papers. When this property is sold, this certificate should be passed onto the purchaser of the property Number of Coverage R -Value Thickness Packages Area(SF) in. sq. ft. ► '3S ' in. sq. ft. in. __ sq. ft. in. Z a — sq. ft. in. sq. ft. Subdivision I Vj-52 City State zip SaloS(l State License # o2,0 ` 13 Date Veep this certificate with other valuable homeowner papers. When this property is sold, this certificate should be passed onto the purchaser of the property - r tis • ' -BUILDING ENERGY ANALYSIS REPORT PROJECT: Blakely Residence i,. 50-191 Calle Maria La Quinta, CA . • Project Designer: CITY O . LA OUINTA ' BUILDING & SAFETY DEPT. APPROVED • FOR CONSTRUCTION •DATE 4 ti BY , Report Prepared by: Joan D. Hacker., Insu-form, Inc. 77810 Las Montanas Road, Suite 201 Palm Desert, Ca 92211 • 76WM56IV Y- D JUL 3 0 2012 BY: Job Number: Date: 7/20/2012 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized bytthe California Energy Commission for use.with both the. Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. - EnergyPro 5.1 9-y Ener Soft User Number- 2655 Run Code: 2012-07-20710:41:09 ID: „ :fit " TABLE OF CONTENTS , Cover Page + 1 Table of Contents 2 Form CF -1 R Certificate of Compliance -,3. Form MF -1 R Mandatory Measures Summary 11 HVAC System Heating and Cooling Loads Summary .14 • r 1 1 EnergyPro 5.1 by EnergySofl Job Number: ID: User Number: M55 PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name Blakely Residence 1 Building Type m Single Family ❑ Addition Alone ❑ Multi Family ® Existing+ Addition/Alteration 1, Date 7/20/2012 Project Address 50-191 Calle Maria La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 2,320 Addition 80 # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST ❑ Yes IZI No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of 5 of this form. ❑ Yes ❑ No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity Features see Part 2 of 5 Status Slab Unheated Slab -on -Grade None 2,240 Perim = 157' Existing Wall Wood Framed R-11 1,846 Existing Roof Wood Framed Attic R-19 2,240 Existing Wall Wood Framed R-11 188 New Roof Wood Framed Rafter R-30 78 New Wall Wood Framed R-13 100 New Slab Unheated Slab -on -Grade None 80 Perim = 15' New FENESTRATION U- Orientation Area Factor Exterior SHGC Overhang Sidefins Shades Status Front (NM 60.1 1.190 0.83 2.0 none Bug Screen Removed Front (NM 46.7 0.710 0.73 2.0 none Bug Screen New Front (NM 48.0 0.710 0.73 2.0 none Bug Screen Altered Left (NE) 28.8 0.710 0.73 2.0 none Bug Screen Altered Left (NE) 52.9 0.710 0.73 2.0 none Bug Screen New Left (NE) 90.1 1.190 0.83 2.0 none Bug Screen Removed Rear (SE) 151.4 1.190 0.83 2.0 none Bug Screen Removed Rear (SE) 110.0 0.710 0.73 2.0 none Bug Screen Altered Rear (SE) 162.1 0.710 0.73 2.0 none Bug Screen New Front (N) 12.1 0.710 0.73 2.0 none Bug Screen Altered Skylight 2.0 0.710 0.73 none none None New HVAC SYSTEMS Ot . Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Split Air Conditioner 12.0 SEER Setback Existing 1 Room Heat Pump 5.95 COP Room PTAC without Si( 10.3 EER Setback Altered HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status Living Zone Ducted Ducted Attic, Ceiling Ins, vented 4.2 Existing Casita Ductless /with Fan Ductless n/a n/a Altered WATER HEATING Ot . Type Gallons Min. Eff Distribution Status 1 Small Gas 50 0.60 No Pipe Insulation Altered Ener Pro 5.1 by EnergySoft User Number: 2655 RunCode: 2012-07-20710:41:09 ID: Page 3 of 15 PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name Blakely Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ® Existing+ Addition/Alteration Date 7/20/2012 Project Address 50-191 Calle Maria La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 2,320 Addition 80 # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST ❑ Yes IZI No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of 5 of this form. ❑ Yes IZI No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction Type Cavity Features see Part 2 of 5 Status FENESTRATION U- Exterior Orientation Area Factor SHGC Overhang Sidefins Shades Status Front (NVLq 2.6 0.710 0.73 8:0. none Bug Screen Existing Left (E) 33.4 1.190 0.83 2.0 none Bug Screen Existing HVAC SYSTEMS Ot . Heating Min. Eff Cooling Min. Eff Thermostat Status HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R -Value Status WATER HEATING Ot . Type Gallons Min. Eff Distribution Status EnergyPro 5.1 by EnergySoft User Number: 2655 RunCode: 2012-07-20T10:41:09 ID: Page 4 of 15 y• moi. ,. + . a ` _ 4 • PERFORMANCE CERTIFICATE: Residential . Part 2 of 5 CF -1 R Project Name Blakely Residence Building Type ® Single Family ❑ Addition Alone ❑ Multi Family ®Existing+ Addition/Alteration Date 7/20/2012 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. HERS REQUIRED VERIFICATION - Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF -4R form for each of the measures listed below for final to be given. t , EnerqvPro 5.1 by Ener Soft User Number: 2655 Run Code: 2012-07-20710:41:09 ID: Page 5 of 15 Y' PERFORMANCE CERTIFICATE: Residential Part 3 of 5 CF-1 R Project Name Building Type m Single Family ❑ Addition Alone Date Blakely Residence 1 ❑ Multi Family m Existing+ Addition/Alteration 7/20/2012 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV kBtu/ft2 r - Space Heating 8.82 6.00 2.82 Space Cooling 137.91 137.88 ` 0.03 Fans 29.44 30.23' -0.79 , Domestic Hot Water 16.97 14.86 2.11 Pumps 0.00. 0.00 0.00 Totals 193.14 188.97 4.17 Percent Better Than Standard: 2.2% BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED - Fenestration Building Front Orientation: (Nw1315deg Ext. Walls/Roof Wall Area Area • Number of Dwelling Units: 1.00. (NiM 770 109 Fuel Available at Site: Natural Gas (NE) 650 115 Raised Floor Area: 0 (SE)790 272 Slab on Grade Area: 2,320 (SM 420 0 Average Ceiling Height: 9.7 Roof 2,320 2 Fenestration Average U-Factor: 0.74 TOTAL: 499 Average SHGC: 0.74 Fenestration/CFA Ratio: 21.5% REMARKS STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the documentation is- accurate and complete. Documentation Author Company Insu-form, Inc. 7 Address 77810 Las Montanas Road, Suite 201 Name Joan D. Hacker 02 19 City/State/ZipCity/State/Zip Palm Desert, Ca 92211 Phone 760-345-1352 Si ne Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using, duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by.an approved HERS rater. Designer or Owner (per Business & Professions Code) Company`QA►-1)61J IL-T0VK4-'Ps')r-'( A •'•A, " Address-70-`j10 (-4(,V`f l(! Oto- Name T),4AJ/4--L'Y-- j ogf-jAJ(u/ r City/State/Zip rLA01- l% ?V-11ZA&6 CR . Phone 7bo S 2'%- Or'o Signed License # Date 9 z o 5-Vv 7.'L(o-/Z EnerqvPro5.1 b Ener Sok User Number: 2655 RunCode: 2012-07-20T10:41:09 ID: Page 6 of 15 CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5 CF -1 R Project Name Blakely Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 7/20/2012 OPAQUE SURFACE DETAILS Surface Type Area Ll- Insulation Factor Cavit Exterior Frame Interior Frame Azm Joint Appendix Tilt Status 4 Location/Comments Slab 1,946 0.730 None 0 180 Existing 4.4.7-A1 Existing Living Wall 255 0.110 R-11 315 90 Existing 4.3.1-A2 Existing Living Wall 133 0.110 R-11 45 90 Existing 4.3.1-A2 Existing Living Wall 331 0.110 R-11 135 90 Existing 4.3.1-A2 Existing Living Wall 2101 0.110 R-11 1 225 90 Existing 4.3.1-A2 Existing Living Roof 1,9461 0.049 R-19 315 0 Existing 4.2.1-A4 Existing Living Wall 1881 0.110 R-11 0 90 New 4.3.1-A2 Existing Living Wall 100 0.110 R-11 315 90 Removec 4.3.1-A2 Existing Living Roof 78 0.035 R-30 315 0 New 4.2.2-A17 Addition Wall 100 0.102 R-13 45 90 New 4.3.1-A3 Addition Slab 80 0.730 None 0 180 New 4.4.7-A1 Addition Slab 294 0.730 None 0 180 Existing 4.4.7-A1 Casita Wall 217 0.110 R-11 315 90 Existing 4.3.1-A2 Casita Wall 1 2051 0.110 R-11 45 90 Existing 4.3.1-A2 Casita Wall 1 1871 0.110 R-11 135 90 Existinq 4.3.1-A2 Casita Wall 1 2101 0.110 R-11 225 90 Existing 4.3.1-A2 Casita FENESTRATION SURFACE DETAILS ID Type Area LI -Factor SHGC Azm Status Glazing Type Location/Comments 1 Window 12.1 1.190 1 Default 0.83 1 Default 315 Removed Single Metal Clear Existing Living 2 Window 35.6 0.710 Default 0.73 Default 315 New Double Metal Clear Existing Living 3 Window 48.0 0.710 Default 0.73 Default 315 Altered Double Metal Clear Existing Living 4 Existing 1.190 Default 0.83 Default Single Metal Clear pre -altered for above 5 Window 48.0 1.190 Default 0.83 Default 315 Removed Single Metal Clear Existing Living 6 Window 11.1 0.710 Default 0.73 Default 315 New Double Metal Clear Existing Living 7 Window 8.0 0.710 Default 0.73 Default 45 Altered Double Metal Clear Existing Living 8 Existing 1.190 Default 0.83 Default Single Metal Clear pre -altered for above 9 Window 8.0 0.710 Default 0.73 Default 45 Altered Double Metal Clear Existing Living 10 Existing 1.190 Default 0.83 Default Single Metal Clear pre -altered for above 11 Window 36.2 0.710 Default 0.73 Default 45 New Double Metal Clear Existing Living 12 Window 26.1 1.190 Default 0.83 Default 45 Removed Single Metal Clear Existing Living 13 Window 8.0 0.710 Default 0.73 Default 45 Altered Double Metal Clear Existing Living 14 Existing 1.190 Default 0.83 Default Single Metal Clear pre -altered for above 15 Window 64.0 1.190 Default 0.83 Default 45 Removed Single Metal Clear Existing Living 16Window 16.7 0.710 Default 1 0.73 Default 45 New Double Metal Clear Existing Living (1) U -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window H t Wd Ove hang Left Fin Right Fin Len I H t I LExt RExt Dist Len Hat Dist Len H t 1 Bug Screen 0.76 3.2 3.5 2.0 0.1 2.0 2.0 2 Bug Screen 0.76 6.8 6.0 2.0 0.1 2.0 2.0 3 Bug Screen 0.76 8.0 6.0 2.0 0.1 2.0 2.0 4 Bug Screen 0.76 8.0 6.0 2.0 0.1 2.0 2.0 5 Bug Screen 0.76 3.2 3.5 2.0 0.1 2.0 2.0 6 Bug Screen 0.76 3.2 3.5 2.0 0.1 2.0 2.0 7 Bug Screen 0.76 4.0 2.0 2.0 0.1 2.0 2.0 8 Bug Screen 0.76 4.0 2.0 2.0 0.1 2.0 2.0 9 Bug Screen 0.76 1.8 4.9 2.0 0.1 2.0 2.0 10 IBua Screen 0.76 1.8 4.9 2.0 0.1 2.0 2.0 11 Bug Screen 0.76 7.6 4.9 2.0 0.1 2.0 2.0 12 Bug Screen 0.76 3.2 3.9 2.0 0.1 2.0 2.0 13 Bug Screen 0.76 2.0 4.0 2.0 0.1 2.0 2.0 14 Bug Screen 0.76 2.0 4.0 2.0 0.1 2.0 2.0 15 Bug Screen 0.76 8.0 8.0 2.0 0.1 2.0 2.0 16 Bua Screen 0.76 6.8 3.0 2.0 0.1 2.0 2.0 Ener Pro 5.1 by EnemySoft User Number.- 2655 Run Code: 2012-07-20710:41:09 ID: Page 7 of 15 CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5)-. CF -1 R Project Name f. Blakely Residence Building Type m Single Family - 0 Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date .. 1712012012 OPAQUE SURFACE DETAILS Surface U- T e Area Factor Insulation Joint Appendix Cavity Exterior Frame Interior Frame Azm Tilt. Status 4 Location/Comments ' Roof 294 0.049 R-19 315 0 Existing 4.2.1-A4 Casita Wall 97 • 0.110 R-11' 90 90 Existing 4.3.1-A2 Casita ,FENESTRATION SURFACE DETAILS ID, Type Area U -Factor SHGC Azm Status Glazing Type- Location/Comments _ 17 Window 15.6 1.190 Default 0.83 Default 135 Removed Single Metal Clear Existing Living 18 • Window 23.0 0.710 Default 0.73 Default ' 135 Altered Double Metal Clear Existing Living 19 Existing 1.190 Default' 0.83 Default Single Metal Clear 1 re -altered for above 20 Window 64.0 0.710 Default 0.73 Default 135 Altered Double Metal Clear Existing Living 21 . JExisting 1.190 Default 0.83 Default Single Metal Clear pre -altered for above 22 Window 48.0 1:190 Default 0.83 Default 135 Removed Single Metal Clear Existing Living - 23 Window 20.5 1.190 Default 0.83 Default 135 Removed Single Metal Clear Existing Living - - 24 Window 27.3 1.190 Default 0.83 Default 135 Removed Single Metal Clear Existing Living 25 Window 40.0 1.190 Default 0.83 Default 135 Removed Single Metal Clear Existing Living 26 Window 150.0 0.710 Default 0.73 Default 135 New Double Metal Clear Existing Living 27 Window 12.1 0.710 Default 0.73 Default 135 New Double Metal Clear - Existing Living 28 lWindow 12.1 0.710 Default 0.73 Default 0 Altered Double Metal Clear Existing Living: 29 Existing 1.190 Default 0.83 Default ' " Single Metal Clear re -altered for above 30 Skylight 2.0 0.710 Default 0.73 Default 315 New Double Metal Clear Addition 31 Window 2.6 0.710 Default 0.73 Default 315 Existing Double Metal Clear Casita 32 Window 4.8 0.710 Default 0.73 Default 45 Altered I Double Metal Clear Casita , (1) ' U -Factor Type: 2 SHGC Type: 116-A =Default Table from Standards, NFRC = Labeled Value 116-13 = Default Table from Standards; NFRC = Labeled Value r - EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Ove hang Left Fin Right Fin H t Wd Len H t LExt RExt Dist Len H t Dist Len H t 17 Bug Screen 0.76 5.5 3.9 2.0 0.1 •. 2.0 2.0 18 Bug Screen 0.76 8.0 5.0 2.0 0.1 2.0 r 2.0 19 Bug Screen 0.76 8.0 5.0 2.0 0.1 2.0 2.0 20 Bug Screen ' 0.76 8.0 8.0 2.0 0.1 2.0 2.0 21 Bug Screen 0.76 8.0 8.0 2.0 0.1 2.0 2.0 22 Bug Screen 0.76 8.0 6.0 2.0 .0.1 2.0 2.0 23 Bug Screen 0.76 8.0 8.0 2.0 0.1 2.0 2.0 24 Bug Screen 0.76 !.8.0 6.0 2.0 0.1 2.0 2.0 25 Bug Screen - 0.76 6.8 6.0 2.0 0.1 2.0 2.0 26 Bug Screen. 0.76 10.0 15.0 2.0 0.1 2.0 2.0 ' 27 Bug Screen 0.76 8.0 5.0 2.0 0.1 2.0 -2.0 28 Bug Screen 0.76 3.2 3.9 2.0 _ 0.1 2.0 2.0 29 Bug Screen 0.76 3.2 3.9 2.0 0.1 2.0 .2.0 30 None 1.00 ` 31 IBug Screen 0.76 1.0 2.0 8.01 0.1 8.0 8.0 32 JBug Screen 0.76 1.3 3.9 2.01 0.1 2.0 2.0 Ener Pro 5.1 by Ener Soft User Number: 2655 RunCode: 2012-07-20T10:41:09 ID: Page 8 of 15 CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5 CF -1 R Project Name Blakely Residence Building Type m Single Family O Addition Alone ❑ Multi Family 10 Existing+ Addition/Alteration Date 7/20/2012 OPAQUE SURFACE DETAILS Surface U- Insulation Joint Appendix Type Area Factor Cavitv Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments FENESTRATION SURFACE DETAILS ' ID Type Area LI -Factor SHGC2 Azm Status Glazing Type Location/Comments 33 Existing 1.190 Default 0.83 Default Single Metal Clear pre -altered for above 34 Window 23.0 0.710 Default 0.73 Default 135 Altered Double Metal Clear Casita 35 Existing 1.190 Default 0.83 Default Single Metal Clear re -altered for above 36 Window 33.4 1.190 Default 0.83 Default 90 Existing Single Metal Clear Casita (1) Ll -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS Window Ove hang Left Fin Right Fin ID Exterior Shade Type SHGC H t Wd Len H t LExt REA Dist Len H t Dist Len H t 33 Bug Screen 0.76 1.3 3.9 2.0 0.1 2.0 2.0 34 Bug Screen 0.76 4.6 4.9 2.0 0.1 2.0 2.0 35 Bug Screen 0.76 4.6 4.9 2.0 0.1 2.0 2.0 36 Bug Screen 0.76 6.8 5.0 2.0 0.1 2.0 2.0 Ener Pro 5.1 by EnergySoft User Number: 2655 RunCode: 2012-07-20710:41:09 ID: Page 9 of 15 CERTIFICATE OF COMPLIANCE: Residential Part 5 of 5 CF -1 R Project Name Blakely Residence Building Type ❑ Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 7/20/2012 BUILDING ZONE INFORMATION System Name Zone Name Floor Area ft New Existing Altered Removed Volume Year Built Living Zone Existing Living 1,946 19,460 1979 Addition 80 720 Casita Casita 294 2,352 1979 Totals 801 Z 2401 0 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status Living Zone 1 Central Furnace 80% AFUE Split Air Conditioner 12.0 SEER Setback Existing Casita 1 Room Heat Pump 5.95 COP Room PTAC without Sidi 10.3 EER Setback Altered re -altered for above Room Heat Pump 5.95 COP Room PTAC without Sido 8.7 EER Setback HVAC DISTRIBUTION System Name Heating Duct Coolin Duct Location R -Value Ducts Tested? Status Living Zone Ducted Ducted Attic, Ceiling Ins, vented 4.2 ❑ Existing Casita Ductless /with Fan Ductless n/a n/a ❑ Altered pre -altered for above Ductless/ with Fan Ductless n/a n/a ❑ WATER HEATING SYSTEMS S stem Name Qty. Type Distribution Rated Input Btuh Tank Cap. al Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status ASO. SMITH FPS -50-224 1 Small Gas No Pipe Insulation 43,000 50 0.60 n/a n/a Altered Standard Gas 50 gal or Le 1 Small Gas pre -altered for Above 1 40,000 50 0.53 n/a n/a MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length ft 0 _ o .7ii v a — System Name Pipe Length . Pipe Diameter Insul. Thick. Qty. THIP Plenum Outside Buried EnergyPro 5.1 by EnergySoft User Number: 2655 RunCode: 2012-07-20710:41:09 ID: Pae 10 of 15 MANDATORY MEASURES SUMMARY: Residential (Pagel of 3 Project Name Date Blakely Residence " ' 7/20/2012 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -1 R, CF -1 R -ADD, or CF - 1 • t • _r 1 fit' y ' ,• 'BuildingEnvelope Measures: y - '' ' 117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. ` 118(a): Insulationspecified or installed meets Standards for InsulatingMaterial. Indicate type and include on CF -6R Form. §118(1): The thermal emittance and solar reflectance values of.the cool roofing material meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF -1 R Form. *§1 50 a :'Minimum R-19 insulation in wood -frame ceilingorequivalent LI-factor. 150 (b): Loose fill insulation shall conform with manufacturer's installed design labeled RN ,*§150(c): Minimum R-13 insulation in wood -frame wall orequivalent LI -factor. *§150(d): Minimum R-13 insulation in raised wood -frame floor ore uivalent U -factor. §150(f): Air retardingwrapis tested labeled and installed accordin to ASTM E1677-95 2000 when specified on the CF -1 R Form. §150(g): Mandato Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance . MF -1 R Fireplaces, Decorative Gas Appliances and Gas Lo Measures: MANDATORY MEASURES SUMMARY: Residential (Pagel of 3 Project Name Date Blakely Residence " ' 7/20/2012 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -1 R, CF -1 R -ADD, or CF - 1 R -ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated , into the permit documents, and the applicable features shall be considered by all parties as minimum component performance ' specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF -11R: r Form with plans. 'BuildingEnvelope Measures: 116(a)l: Doors and windows between conditioned and unconditioned s aces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC and infiltration that meets the requirements of 10-111 (a). 117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. ` 118(a): Insulationspecified or installed meets Standards for InsulatingMaterial. Indicate type and include on CF -6R Form. §118(1): The thermal emittance and solar reflectance values of.the cool roofing material meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF -1 R Form. *§1 50 a :'Minimum R-19 insulation in wood -frame ceilingorequivalent LI-factor. 150 (b): Loose fill insulation shall conform with manufacturer's installed design labeled RN ,*§150(c): Minimum R-13 insulation in wood -frame wall orequivalent LI -factor. *§150(d): Minimum R-13 insulation in raised wood -frame floor ore uivalent U -factor. §150(f): Air retardingwrapis tested labeled and installed accordin to ASTM E1677-95 2000 when specified on the CF -1 R Form. §150(g): Mandato Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0 perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Lo Measures: 150 a 1A: Mason or factory -built fireplaces have a closable metal or lass door coverin the entire opening of the firebox. §150(e)1 B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is' equipped with a with a readilyaccessible; operable, and tight -fitting damper and or a combustion -air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. ' Space Conditioning, Water Heatingand PlumbingSystem Measures: §110-§113: HVAC equipment, water,heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High -Rise residential occupancies meet the air release, valve, backflow prevention, um isolation valve, and recirculation loo connection re uirements of 113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. 150(h): Heatingrand/or coolingloads are calculated in'accordance with ASHRAE, SMACNA or ACCA. " §1500: : Heatingsystems are equipped with thermostats that meet the setback requirements of Section 112(c). §150(j)1 A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation havingan installed thermal resistance of R-12 or greater: ' . §1500)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated ori the exterior of the . tank. I §1500)2: First 5 feet of hot and cold water. pipes closest to water heater tank, non -recirculating systems, and entire length of recirculatingsections of hot water pipes are insulated per Standards Table 150-B. §150(j)2: Cooling system piping (suction; chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §1500)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123A t §150(')3A: Insulation is protected from dama a includingthat due to sunlight, moisture a ui ment maintenance and wind. §150(j)3A: Insulation for•chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. . §150(0)4: Solar water-heatingsystems and/or collectors are certified b the Solar Ratingand'Certification Corporation. EnergyPro 5.1 by EnergySoft User Number: 2655 ' RunCode: 2012-07-20T10:41:09 ID: Page 11 of 15 AST m MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 MF -1 R Project Name Date Blakely Residence 7/20/2012 §150(m)1: All air -distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings reater than 1/4 inch the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 150(m)7: Exhaust fans stems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 150 m 10: Flexible ducts cannot have porous inner cores. §150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low -Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating ora pilot light. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. 114(b)2: Outdoor pools ors as that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. 150 : Residential pool systems orequipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150 Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire asspecified by §150(k)2. 150(k)3: The wattage of permanently installed luminaires shall be determined asspecified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line -voltage socket or line - voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw -base socket. §150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). §150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi -scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual -on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 5.1 by EnergySoft User Number: 2655 RunCode: 2012-07-20710:41:09 ID: Page 12 of 15 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3 MF -1 R Project Name Date Blakely Residence 7/20/2012 §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms, shall be high efficacy. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual -on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual -on occupancy sensor. §150(k)l 1: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual - on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §150 k 11. §150(k)l2: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches; which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptionl to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool,.water features, or other location subject to Article 680 of the California Electric Code need not be hi h efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw -base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable - requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130, 131 134, and 146. §150(k)16: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensors certified to comply with the applicable requirements of 119. .J EnergyPro 5.1 by EnergySoft User Number: 2655 Run Code: 2012-07-20710:41:09 ID: Page 13 of 15 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Blakely Residence Date 7/20/2012 System Name Living Zone Floor Area 2,026 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 1,286 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 70,000 41,085 2,4311 687 34,388 Total Output Btuh 70,000 0 Output Btuh/s ft 34.6 3,484 2,443 Cooling System 0 0 Output per System 58,000 0 0 0 0 Total Output Btuh 58,000 0 2,431 0 Total Output Tons 4.8 3,484 2,443 Total Output Btuh/s ft 28.6 Total Output s ft/Ton 419.21 1 48,0521 39,275 Air System CFM per System 1,300 HVAC EQUIPMENT SELECTION Airflow cfm 1,300 Existing HVAC 47,075 0 70,000 Airflow cfm/s ft 0.64 Airflow cfm/Ton 269.0 Total Adjusted System Output 47,075 (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 0 70,000 Aug 3 PM I Jan 1 AM Outside Air % 0.0% Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26 OF 68 OF Outside Air 0 cfm Supply Fan 1,300 cfm 68 OF 68 OF 119 OF Heating Coil _ 117 OF ROOM. 70 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112/78°F 80/59°F Outside Air 0 cfm 80 / 59 OF 80/59°F 46/44°F Supply Fan Cooling Coil 48 / 45 OF 1,300 cfm _..... _. , 30.1 % ROOM 78 / 59 OF i EnergyPro 5.1 by EnergySoft User Number: 2655 RunCode: 2012-07-20T10:41:09 ID: Page 14 of 15 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Blakely Residence Date 7/20/2012 System Name Casita Floor Area 294 ENGINEERING CHECKS SYSTEM LOAD Number of S stems 1 COIL CFM Total Room Loads 370 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 15,000 9,069 355 238 8,852 Total Output Btuh 15,000 0 Output Btuh/s ft 51.0 0 0 Cooling System 0 0 Output per System 16,200 0 0 0 0 Total Output Btuh 16,200 0 355 0 Total Output Tons 1.4 0 0 Total Output Btuh/s ft 55.1 Total Output s ft/Ton 217.81 1 9,069 8,852 Air System CFM per System 300 HVAC EQUIPMENT SELECTION Airflow cfm 300 Fitjitsu 12,547 1,320 9,369 Airflow cfm/s ft 1.02 Airflow cfm/Ton 222.2 Outside Air % 0.0 % Total Adjusted System Output 12,547 (Adjusted for Peak Design conditions) I TIME OF SYSTEM PEAK 1,320 9,369 Aug 3 PM Jan 1 AM Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26 OF 70 OF Outside Air 0 cfm Supply Fan 300 cfm 70 OF 70 OF 105 OF Heating Coil _ _ 1 13 105 OF (ROOM 70 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Coo ling Peak 112/78°F 78/63°F 78/63°F 55/54°F Outside Air 0 cfm Ar Supply Fan Cooling Coil 55 / 54 OF _ ..... 300 cfm' 42.5% , I ROOM 78/63°F 78/63°F EnergyPro 5.1 by EnergySoff User Number: 2655 RunCode: 2012-07-20710:41:09 -ID: Page 15 of 15 78080 Calle Amigo, Suite 102 Palm Desert, CA 92260 STR UCTURAL OBSERVATION REPORT FOR FRAMING ONLY February 13, 2013 City, Of La Quinta Building And Safety Department Re.: Blakely Residence At 50191 Calle Maria La Quinta, Ca. Phone: (760) 771-9930 Fax: (760) 771-9998 Cell: (760) 808-9146 Gentlemen, r We have performed structural observation per 2010 C.B.C. section 1710 , for the framing condition prior to drywall and stucco. Based on our visual observation and to the best of our knowledge and experience, we believe that the framing that were completed at the time of our visit, per approved plans. Please note that this letter does not include or waive the responsibility for the City or the Special Inspectors from determining compliance with the approved plans. Please contact me should you need additional information regarding this approval Respectfully, Reza Asgharpour, P.E. FESS/ON PgGHq,QAIF ` O 26) w Ct NO. C 67613 m e' bac EXP. /30 f OF CA E Field observation Letter for Blakely Residence (Final Framing) (LQ)' I /yl 175' 2,(:) I— EXISTING SLAB C/1' i '' , [ f 2-- NEW CONCRETE FOOTING W/ BAR TOP AND BOTTOM 3— P.T. SILL PLATE W/ 5/8" x 12 A.B. PER PLAN 4 4— SEE PLAN 3 1 a p q e, ®. 2 •: fit °gyp, , ` °. i2• 12• .I FOUNDATION DETAIL 9 — — — _ — — ——_ - - I -.—. . .. 5 04 9 1 r r t i ! -- _—_-- i Z&14 i I s I i .0 m , g NOTE FOR SLAB: 4" CONCRETE SLAB WITH #3 f. - i /`.• w ® 18' 0/C EACH WAY. OVER 1 I c- 'D I . c. .a v;ry srr a f. o„H"! L CLEAN SAND OVER 10 MIL VIS g 4,•h 9 J5 r _ _ _ — — — — --.'1 ( VAPER :BARRIER OVER 2" CLEF i rEliOVER 409 COMPACTED FILL. I I 1,.3t 13 Ykr i r -Z I r--- - t I 1 s `ter + ; ('; 1 •'", ,: 11 0 ILA • l , a . W \.. "ti Qj .4` Yom^ .I 'till 3 q'- y % , .• ~ .•s 4 . ./. z ; ij, , i i - it t '" `.* `tom kites xt ,fir , r• -•' _ jp ` ' a _lam . . . _ y - v - , ' • J • I.r `r .r r , r a o. • `moi c. .,, ` - '- I _ , s y • fes. f A - - - o _-. • I'* FN :ifs' + ,Yj h` r CNV, a y C ... I t 1 _ a , ` tee- •. r . Y` IF _ {` ; ' 'r = .•ark _ r i` • # r -fT j raw !tl i 'fit ,• ""' : „F.. R,t,.-.. s. r. .. .Awv+. .•. n.ti: ..;Y1:r.r.+...r.r- v-...tf..wv »+tir , 3. ✓ - r.i. _.k.h...;-,,::..,...:'.}...i.'e•::-:.i....?w-x ...vr . _. , ,M,,; , ..:+ r"--e.. t k$ " Li r Sladden Engineering { Buena Park Coachella Valley A,, Beaumont- Hemet - (714) 523-0952 (760) 863-0713 (951) 845-7743 (951) 766-8777 0 SPECIAL INSPECTION DAILY REPORT City/County of- ✓tex s - d., Permit No.: Date: 7-- 3 Project Name/Address: 511 2Z Me- W- L Sapple Aso, Inspection Type(s) /Coverage: E'' `' 6. o -S XConfinuous ❑ Periodic; frequency: Inspections made, including locations: o JSrfUG ID uc r Dr.f all i N/tu GY. • . / fl u ti . l 7.4-1 OF 8-0 C7 •' ./ /_ 1 to t3vW O`,.-, ur I O .^/ Csv `,, . ir►ervt. T GISo OGS`'f.'✓LOQ S iGr .ai i%IGC ! /7 _Z iYrr r r 767UT'tAn T'a ct O7 I Z beCS/liGc- GI G• !O r, / ..-•hGJ . . Tests/performed: L9 SGrc/u oy , /6.+ ca c✓ c Gca yr ., Of G t C n D G 7 c %G o S . /rye cl ` Items requiring 1) correction, 2) correction of previously listed items, and 3) previously listed uncorrected items: Changes to approved plans authorized by engineer or architect of record: Comments: To th`e,best of our)knowledge, work inspected wasdin accordance with the building department approved plans, speci c fon% a . d applicable workmanship provisions,of the IBC except as noted above. Signed: r Inspection Agency": '% 'k E u044.e'• y Print full name Lro i a ...e ' ID / Certificate Number. o S7 / . * Building official may require the signature/ stamp of agency engineer responsible for special. inspection. 24 hour notice requested to schedule Special Inspector. Thank you for the opportunity to be of service. SIDR-05-12 a . INSTALLATION CERTIFICATE CF -6R -LTG -01 Residential Lighting (Page 1 of 3 .Site Address: Enforcement Agency: Permit Number: O 19 I U le, IAO.Y-i Z2 12--0542- 1. Z-O54z. 1. Kitchen Lighting nnec nrniect include kitchen liahtina9 lK Yes, complete section 1 ❑ No, go on to section 2 ISi Yes §150(k)3: The wattage of permanently installed luminaires (lighting fixtures) has been determined asspecified by §130(d). ❑ Yes i$No §150(k)3: In the kitchen, are there electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan? If yes, the following row must also be es: ❑ Yes JRNA Wattage has been calculated as 180 watts of low efficacy lighting er blank electrical box. §150(k)8 Kitchen Lighting must comply with either method (a), (b), or (c) below: (a) All high efficacy luminaires ❑ Yes, complies because only high efficacy luminaires have been installed in the kitchen. }8L No, complies with method (b) or (c). (b) >_ 50% watts used by high efficacy luminaires Jaz Yes, complies because at least 50% of the installed watts are from permanently installed high efficacy luminaires as demonstrated in the table below: Total A>_ Total B. ❑ No, complies with method (a) or (c). Fill out the following table if complying with either method (b) or (c). Table (b) Luminaire Type Efficacy High Low Watts x Quantity High Efficacy Watts or Low Efficacy Watts ❑ 2fa x R = or 18( 0 11 x = it Q or Fj x 2- or 1730 ❑ ❑ x = t or ❑ x = or Complies with method (b) if A 2: B Total: A: ' >_ B: j --XO (c) Additional Kitchen Low Efficacy Lighting ❑ Yes, complies because the kitchen lighting qualifies for additional low efficacy lighting and as demonstrated in table in (b) (above) and the table in (c) (below) that ( A + C) > B ❑ No, complies with method (a) or (b). Additional kitchen low efficacy lighting is available only if all of the following are true: ❑ Yes. All low efficacy luminaires in the kitchen are controlled by a vacancy sensor Dimmer energy management control system (FMCS) or a multi -scene programmable control system. ❑ Yes. Permanently installed luminaires in garages laundry rooms closets greater than 70 square feet and utility rooms are high efficacy luminaires AND are controlled by a vacancy sensor. Table (c) Use 50 W for dwelling units <_ 2,500 ftp From the Table in b Use 100 W for dwelling units > 2,500 ftp Add Yes/No ? A B C A+C Is (A+C) >B? 2. Lighting Internal to Cabinets Does project includes lighting internal to cabinets? ❑ Yes, complete section 2 X No, Qo on to section 3 1 ❑ Yes. &150(k)9: Permanentiv installed lighting internal to cabinets uses <_ 20 watts of power Der linear foot of illuminated cabinet. I 2008 Residential Compliance Forms August 2009 INSTALLATION CERTIFICATE CF -6R -LTG -01 Residential Lighting (Page 2 of 3 Site Address: Enforcement Agency: Permit Number: ,nagie a r a; . -o 54-2- 3. Installed Devices and Components Have Been Certified to the Energy Commission Does the prgject include any of the devices or components listed below? 61Yes, complete section 3 ❑ No, go on to section 4 X Yes § 119 and § 150(k)7(F): Any of the following devices and components which have been installed have been certified to the Energy Commission according to the applicable provisions of § 119: All LED lighting systems that are classified as high efficacy, ballasts used in recessed luminaires, vacancy sensors (automatic off/manual on occupant sensors), dimmers, track lighting integral current limiters, and outdoor motion sensors. 4. Lighting Controls Comnlete section 4 JE. Yes ❑ NA §150(k)7A: Permanently installed low efficacy luminaires are controlled by switches separate from those controlling high efficacy luminaires. 1R Yes ❑ NA §150(k)7B: Exhaust fans with integral lighting systems are switched separately from lighting systems, OR have a lighting system that can be manually turned on and off while allowing the fan to continue to operate for an extended period of time. gcj Yes ❑ NA § 150(k)7C: All permanently installed luminaires are switched with readily accessible controls that permit the luminaires to be manually switched on and off. Jil Yes ❑ NA §I50(k)7D: All lighting controls have been installed in accordance with the manufacturer's instructions. JK Yes ❑ NA § 150(k)7E: All lighting circuits that are controlled by more than one switch, where a dimmer or vacancy sensor has been jF( Yes ❑ NA installed to comply with §150(k), no controls bypass the dimmer or vacancy sensor functions. 5. Luminaires (Lighting Fixtures) Thee the n niect inclnAP the ;n tanntine of n t„mi., ;i f;-1— — -M- 11 W,Yes, complete section 5 ❑ No, go on to section 6 $ ,Yes, high efficacy luminaire classification has been determined according to §150(k)l, and low efficacy luminaire classification has been determined according to §150(k)2. l Yes ❑ NA §150(k)4: Fluorescent lamps rated 13 watts or greater have an electronic ballasts having an output frequency no less than 20 kHz. ❑ Yes RNA § 150(k)5: Permanently installed night lights, and night lights integral to permanently installed luminaires or exhaust fans, contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and do not contain a line -voltage socket or line voltage lamp holder, OR the night light is rated to consume no more than 5 watts of power and does not contain a medium screw -base socket. jF( Yes ❑ NA §150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, meet the applicable requirements of §150(k). ❑ Yes KNA Any electrical box finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, has been treated as low efficacy luminaires for compliance with §150(k). Does the Droiect include any luminaires that are recessed into insulated ceilinus? Yes, complete the rest of section 5 ❑ No, go on to section 6 Yes, §150(k)12: Luminaires that are recessed into insulated ceilings meet all of the following conditions: jq Yes, are listed, as defined in § 101, for zero clearance insulation contact (IC) by UL or other nationally recognized testing/rating laboratory, and ) Q Yes, have labels that certify the luminaires are airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283 (Exhaust fan housings are not required to be certified airtight), and }8l Yes, are sealed with a gasket or caulk between luminaire housings and the ceiling, and all au leak paths between conditioned and unconditioned spaces have been sealed with a gasket or caulk. (including all exhaust fan housings), and CK Yes, allows ballast maintenance and replacement to be readily accessible to building occupants from below the ceiling without requiring the cutting of holes in the ceiling. 6. Indoor Lighting (any indoor room that is not a kitchen) Does the proiect include permanently installed luminaires in any room that is not a kitchen? l»Yes, complete section 6 ❑ No, go on to section 7 Yes ❑ NA §150(k)10: Permanently installed luminaires in bathrooms, garages, laundry rooms, closets > 70 f12, and utility rooms are high efficacy luminaires OR are controlled by a vacancy sensor. Yes ❑ NA §150(k)l1: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms are high efficacy luminaires, OR are controlled by a dimmer switch OR are controlled by a vacancy sensor. 2008 Residential Compliance Forms August 2009 INSTALLATION CERTIFICATE CF -6R -LTG -01 Residential Lighting (Page 3 of 3) Site Address:Enforcement Agency: Permit Number: Caller a La '" :..U. .., Zz5s. 12_0x42 7. Outdoor Lighting Does the nmiectinchlde. anv nermnnently inctnllerl nntlln—linht;nag ❑ Yes, complete section 7 KNo, go on to section 8 ❑ Yes ❑ NA §150(k)13: Luminaires providing outdoor lighting, including outdoor lighting for private patios on low-rise residential buildings Responsible Person's Signature: with four or more dwelling units, entrances, balconies, and porches, and which are permanently mounted to a residential building or to other buildings on the same lot are high efficacy luminaires OR are controlled by a manual on/off switch, plus a Date Signed: 1 2- • 13 - 13 motion sensor not having an override or bypass switch that disables the motion sensor, plus one of the following three additional control methods: t►. A photocontrol that does not have an override or bypass switch that disables the photocontrol; or b. An astronomical time clock not having an override or bypass switch that disables the astronomical time clock; or C. Energy management controls systems (EMCS) not having an override or bypass switch that allows the luminaire to be always on. ❑ Yes ❑ NA Exception 2: Low efficacy outdoor luminaires used to comply with Exception 1 to §150(k)13 are controlled by an override switch which temporarily bypasses the motion sensing function, and the motion sensor is automatically reactivated within six hours. The luminaire is controlled by a photocontrol, astronomical time clock, or EMCS as required by Exception 1 to §150(k)13. ❑ Yes ❑ NA Exception 3: There are permanently installed luminaires in or around swimming pools, water -features, or other locations subject to Article 680 of the California Electric Code which do not need to be high efficacy luminaires. ❑ Yes ❑ NA §150(k)14: Internally illuminated address signs comply with §148, OR do not contain a screw -base socket and consume no more than 5 watts of power as determined according to § 130(d). ❑ Yes ❑ NA §150(k)15 Lighting for parking lots and carports with a total of 8 or more vehicles per site have lighting that complies with §130,132, 134, and 147. Lighting for parking garages for 8 or more vehicles comply with §130,131, 134, and 146. If yes, the Nonresidential compliance forms must be submitted 8. Common areas of low-rise residential buildings Does the project include the installation of any luminaires in common areas of low-rise residential buildings? ❑ Yes, complete section 8,kNo, go on to section 9 ❑ Yes, §150(k)16: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with § 119(d). DECLARATION STATEMENT • I certify under penalty of perjury, under the laws of the State of California, the information provided on this form is true and correct. • I am eligible under Division 3 of the Business and Professions Code to accept responsibility for construction, or an authorized representative of the person responsible for construction (responsible person). 4 • I certify that the installed features, materials, components, or manufactured devices identified on this certificate (the installation) conforms to all applicable codes and regulations, and the installation is consistent with the plans and specifications approved by the enforcement agency. • I reviewed a copy of the Certificate of Compliance (CF -IR) form approved by the enforcement agency that identifies the specific requirements for the installation. I certify that the requirements detailed on the CF -1R that apply to the installation have been met. • I will ensure that a completed, signed copy of this Installation Certificate shall be posted, or made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a signed copy of this Installation Certificate is required to be included with the documentation the builder provides to the building owner at occupancy. Company Name: (Installing Subcontractor or General Contractor or Builder/Owner) Co i G. Responsible Person's Name: Responsible Person's Signature: CSLB License: C &.725"7Z:5 Date Signed: 1 2- • 13 - 13 Position ith Company (Title): 'Fro ' M(3,na Q_W___ 2008 Residential Compliance Forms August 2009 r;•, RSA a If rj_";2 v I G. j If YjU v- t Al LF R - I W 78080 Calle Amiga, Suite 102 I phone: (760)771-9993 Lo Quinta, CA 92253 Fax: (760)771-9998 Cell: (760)808-9146 Structural Calculation For Blakely Residence At 50191 Calle Maria La Quintaq CA. Type Of Proiect: Residential Remodeling Designer: Daniel!K. Thornbury, A.I.A. CITY OF LA OUINTA BUILDING & SAFETY DEPT. APPROVED I FOR CONSTRUCTION TATE: BY! Date: April, 10, 2012 Design by: R.A. RFICEIVIEIE) JN: 120331 JUN 2 8 2012 • BY: -------------- DESIGN CRITERIA 2009 INTERNATIONAL BUILDING CODE ,2010 CALIFORNIA BUILDING CODE SOILS BEARING PRESSURE _ 1500 PSF (ASSUMED) EXTERIOR WALL =25.00 PSF INTERIOR WALL = 10.00 PSF ' SLOPED ROOF LOAD ROOF DEAD LOAD TILE ROOFING = 14.00 PSF SHEATHING = 2.00 PSF FRAMING = 2.50 PSF DRYWALL = 2.00 PSF INSULATION = 1.50 PSF MISCELLENUOUS 4 = 3.00 PSF f TOTAL DEAD LOAD = 25.00 PSF TOTAL LIVE LOAD = 20.00 PSF TOTAL LOAD = 45.00 PSF FLAT PATIO ROOF LOAD ROOF DEAD LOAD - TILE ROOFING = 6.00-PSF SHEATHING = 2.00 PSF FRAMING = 2.50 PSF , STUCCO = 10.00 PSF INSULATION' = 1.50 PSF MISCELLENUOUS = 3.00 PSF w TOTAL DEAD LOAD = 25.00 PSF TOTAL LIVE LOAD = 20.00 PSF TOTAL LOAD = 45.00 PSF { 1 • Deep (in) Wt (lbs/ft)-- M (ft -lbs) (CF included) V (lbs) EI x 108 (ine-Ibs) 4 1.00 344 630 t 6 12Ar PAGE :. 990 33 PROJECT HE 3ICELY ESDENCERMEUOD10N L CLIENT TYP JOISTS AT 18 OIC Y' > ' ` DESIGN BY r a Z t x TZP- 1183 1310 DATE: 11/19/20ii ` REVIEW BY Structural JOB NO. xr_ < `: . 10 -3.00 1767 Wood Joist Dti n'Base4.on 06 NDS / NDSa01 tCCxPFCd354 r PFC=5803. ' 9 - • 4.00 DATA & DESIGN SUMMARY AVAILABLE MINIMUM Douglas Fir -Larch SIZES 2030 285 INPUT = 18 6';+ft 2 x 12 No. 2 - 2 x 12 No.1 2x1 2 Structural 2935 1934 JOIST SPAN L z DEAD LOAD DL = 26 psf, (w/o self Wt) AVAILABLE MINIMUM TJI SIZES 5.00 13830 3080 LIVE LOAD / SNOW LL = fa 20= .` psf 117/8" TJVL65 11718 TJVL90 = 117/8" TJUH90 5.30' 14960 JOIST SPACING S=<? 16 } in o.c. AVAILABLE MINIMUM SSI SIZES 2868 28 5.50 DURATION FACTOR C D = + : 1 25: -' (NDS Tab. 2.3.2) 117/8" SSI 32MX . 11 7l8" S5142MX 11 718" SSI 43L 3417 30 REPETITIVE FACTO[ °, Cr = s 1 15 a (NDS 4.3.9. For DSA, 1.0) 17205 2900 4025 DEFLECTION LIMIT OF LIVE LOAD d LL = L / 360 (L / 360 , 0.6 in) 14401 3740 3106 OF LONG-TERM LOAD d L / 240 ,, (L / 240 , 0.9 in) " 30 • 15524 DEFLECTION LIMIT . t.e(DL.0.31LL), c . r l= L / 0,''-,, '(L1240,0.9in)a DEFLECTION LIMIT OF TOTAL LOAD diliuu 3616 23.21 ANALYSIS - JOIST PROPERTIES & ALLOWABLE MOMENT & SHEAR --..... - G -1 2x No 1 Dou las Fir from WoodBeam.xls Deep (in) Wt (lbs/ft)-- M (ft -lbs) (CF included) V (lbs) EI x 108 (ine-Ibs) 4 1.00 344 630 9 6 2.00 738 990 33 8 2.00 1183 1310 76 10 -3.00 1767 1670 158 12 4.00 2375 2030 285 Deep (in) Wt (lbs/ft) M (ft -lbs) (CF included) V Obs) I - EI x 108 ' (int-Ibs) 4 1.00 383 630 9 6 2.00 819 990 35 8 2.00 1314 1305 81 10 3.00 1961 1665 168 12 4.00 2637 2025 1 303 I2x Structural Douglas Fird.arch ASD Su dements Tab. 5.4a Deep (in) Wt Obst t) M (ft -lbs) (CFlnduded) V (Ibs) EI x 108 (int -lbs) 4 1.00 574 630 10 6 2.00 1225.. 990 40 8 2.00 1975 1310 ` 91 10 3.00 2942 7870 188 12 4.00 1 3958 2030 338 • Deep (in)---- Wt (lbs/ft) M (ft -lbs) V Obs) EI x 108 ' int-Ibs 117/8 3.30 6750 1925 450 14 3.60 8030 2125 668 16 3.90 9210 2330 _ 913 18 4.20 1 10380 2535 1205 20 4.40 11540 2740 1545 22 4.70 12690 2935 1934 24 5.00 13830 3080 2374 26 5.30' 14960 2900 2868 28 5.50 16085 2900 3417 30 5.80 17205 2900 4025 TJUL90 from Trus'oist # 1062 a e S Deep (in) Wt (lbs/ft) M (ft -lbs) . x . ru•f .. a G Deep (in) Wt (lbs/ft) M (ft -lbs) V Obs) EI x 108 int-Ibs 11718 4.20 9605 1925 621- 14 4.50 11430 2125 913 18 4.70 13115 2330 1246 16 5.00 14785 2535 1635 20 5.30 16435 2740 2085 22 5.60 18075 2935' 2597 24 5.80 19700 3060 3172 26 6.10 21315 2900 3814 28 6.40 22915 2900 4525 30 6.60 24510 1 2900 5308 . x . ru•f .. a G Deep (in) Wt (lbs/ft) M (ft -lbs) V (lbs) EI x 108 int -lbs 117/8 4.60 10960 1925 687 14 4.90 13090 2125 1015 16 5.20 15065 2330 1389 18 5.40 17010 2535 1827 20 5.70 18945 - 2740 2331 22 6.00 20855 2935 2904 24 6.30 22755 3060 3549 26 6.50 24645 2900 4266 28 6.80 26520 2900 5059 30 7.10 1 28380 2900 5930 0 Where: ' 1.. ASD Supplements, Tab. 5.4a is from American Wood Council, 2001. 2. Assume that the joist top is fully lateral supported by diaphragm. (CL = 1.0) 3. WoodBeam.)ls is at www.engineedng-intemational.com SS132MX from ICC PFC-5803 page 5 & 6 Deep (in) Wt Obs/M M (ft -lbs) V Obs) El x 108 in2-Ibs C x 108 - nklbs 117/8 3.10 5391 2115 460 9.39 14 3.30 6570 2330 667 10.99 16 3.60 • 7684 2530 900 12.50 18 3.90 88W 2735 ; 1170 14.02 • 20 4.10 9918 2935 1478 . 15.55 22 4.40 11038 3135 1824 17.08 24 4.70 " 12159 3335 2211 18.62 26 5.00 13279 3540 • 2838 20.15 28 5.20.. 14401 3740 3106 21.68 30 5.50 ' 15524 3940 3616 23.21 1 - SS142MX hom ICC PFC58W page 5 & 8 Deep (in) SSI 43L from ICC PFC-5803 e 5 & 8 • e Wt (lbsIM M (ft -lbs) V Obs) • EI x 108 m2-Ibs - C x 108 m2 -lbs 117/8 3.80 7592 2060 637 9.54 14 4.10 9274 '2350 924 11.15 16 4.30 10863 2620. 1248 12.68 18 4.60 12456 2895 1617 10.05 20 4.90 14051 3165 2040- 15.77 22 5.10 15649 3440 2514 17.32. 24 5.40 17248 3710 3042 18.87622 25 .5.70 18849 3985 3 _ - 20.42 - 28 6.00 20450 42W 4257 21.97 30 8.20 22052 4530 ' "4948 .23.53 Deep (in) Wt (lbs," M (ft4bs) V Obs) EI x 108 .n2 -lbs C x 108 m24bs 117/8 4.60 9789 2080 707 6.81 14 4.90 12081 2260 1031 7.91 16 5.20 14251 2425 1394 -8.97 18 -5.40 .16269 2590 1944 10.05 20 - 5.70 18419 2755 .2454 11.13 22 5.90 20573. 2920 3026 12.21 24 •; 6.20 22730 3090 3661 13.30 _ 26 6.40 24889• 3255 4358 14.39 '28 16.70 27050 3420 5119 15.47 30 ' 7.00 - 29212 3585 5944 16.56 t I • Deep (in) M (ft -lbs) V (lbs) ALL in ALT In AD -L in CHECK 4 1815 393 (conrd) DESIGN EQUATIONS 16.08 N.G. 6 1845 399 1.76 4.36 4.09 N.G. M = wL2 8c 399 _ WL V 'we Ate` - 1.80 N.G. 10 1875 405 0.37 .c' 0.88 2C.C, 384E/ 412 0.21 0.54 1 0.50 o.k. 22.5wL' 2.26wL 2 406 ' 0.16 0.42 0.39 o.k. 14 1893 + Ari = F.1 d x 10' ( from Trusjoist # 1062, page 21) 0.29 o.k 14 1884 407 0.12 _ 51vL' + 1vL' Ate' 0.27 ( from ICC PFC-5803, page 2) 16 1902 411 0.09 0.23 0.22 384E! C 1893 409 0.09 0.22 0.21 0.1L 18 CHECK JOIST CAPACITIES & DEFLECTIONS 413 0.07 0.18 0.17 o.k 18 2x No. 2 Douglas Fir -Larch 411 0.07 2x No. t Dou las Fir -Larch 0.16 o.k 20 1917 414 Deep (in) M (ft -lbs) V (Ibs) ALL ALT AD.L CHECK Deep (in) M (ft -lbs) V Obs) ALL ALT AD -L CHECK 416 0.05 0.12 In . m In 1917 414 0.04 In In m 24 4 1815 393 7.81 18.95 17.86 N.G. 4 1815 393 7.81 18.95 17.86 N.G. 6 1845 399 2.13 5.29 4.95 N.G. 6 1845 399 2.01 4.98 4.67 N.G. 8 1845 399 0.92 2.30 2.15 N.G. 8 1845 399 0.87 2.15 202 N.G. 10 1875 405 0.44 1.13 1.05 N.G. 10 1875 405 0.42 1.06 0.99 N.G. 12 1905 412 0.25 0.64 0.59 o.k 12 1905 412 0.23 0.60 0.56 o.k V (Ibs) ALL ALT AD -L CHECK In , Deep (in) M (ft -lbs) V (lbs) ALL in ALT In AD -L in CHECK 4 1815 393 7.03 17.05 16.08 N.G. 6 1845 399 1.76 4.36 4.09 N.G. 8 1845 399 0.77 1.92 1.80 N.G. 10 1875 405 0.37 0.95 0.88 N.G. 12 1905 412 0.21 0.54 1 0.50 o.k. TJIIL65 SSI 32MX Deep (in) M (ft -lbs) V Obs) ALL ALT AD -L CHECK Deep (in) M (ft4bs) V Obs)ALL ALT AD -L CHECK in in In in in m 117/8 1884 407 0.17 0.44 0.41 o.k 11 718 1878 406 ' 0.16 0.42 0.39 o.k. 14 1893 409 0.12 0.31 0.29 o.k 14 1884 407 0.12 0.29 0.27 o.k 16 1902 411 0.09 0.23 0.22 o.k 16 1893 409 0.09 0.22 0.21 0.1L 18 1911 413 0.07 0.18 0.17 o.k 18 1902 411 0.07 0.18 0.16 o.k 20 1917 414 0.06 0.15 0.13 o.k. 20 1908 412 0.05 0.14 0.13 0.1L 22 1926 416 0.05 0.12 0.11 o.k. 22 1917 414 0.04 0.12 0.11 o.k 24 1934 418 0.04 0.10 0.09 o.k. 24 1926 416 0.04 0.10 0.09 ox 26 1943 420 0.03 0.09 0.08 o.k 26 1934 418 0.03 0.09 0.08 o.k. 28 1949 421 0.03 0.07 0.07 o.k. 28 1940 420 0.03 0.07 0.07 o.k 30 1958 423 0.02 0.07 0.06 OX 30 1949 421 1 0.02 1 0.06 1 0.06 1 o.k. TJIIL9D SSI 42MX Deep (in) M (ft -lbs) V (Ibs) " ALL ALT ADA CHECK Deep (in) M (ft -lbs) V (Ibs) ALL ALT AD -L CHECK In , m In In In m 117/8 1911 413 0.13 0.34 0.31 o.k. 117/8 1899 411 10.12 0.31 0.29 o.k 14 1920 415 0.09 0.24 0.22 o.k. 14 1908 412 0.09 0.22 0.21 o.k 16 1926 416 0.07 0.18 0.17 o.k 16 1914 414 0.07 0.17 0.16 o.k 18 1934 418 0.05 0.14 0.13 o.k 18 1923 416 0.05 0.13 0.12 o.k 20 1943 420 0.04 0.12 0.11 o.k 20 1931 418 10.04 0.11 .0.10 o.k 22 1952 422 0.04 0.10 0.09 o.k 22 1937 419 } 0.03 0.09 0.08 o.k 24 1958 423 0.03 0.08 0.08 o.k 24 1946 421 0.03 0.08 0.07 o:k 26 1967 425 0.03 0.07 0.07 o.k. 26 1955 423 ' 0.02 0.07 0.06 0.k 28 1976 427 0.02 0.06 0.06. o.k 28 1964 425 0.02 0.06 0.05 o.k 30 1982 429 0.02 0.06 0.05 o.k 30 1970 426 0.02 0.05 0.05 o.k TJIIH90 SSI 43L Deep (in) M (ft-Ibs) V (Ibs) ALL ALT AD -L CHECK Deep (in) M (ft-Ibs) V Obs) ALL ALT AD.L CHECK In 6n In In m In 117/8 1923 416 0.12 0.31 0.29 o.k. 117/8 1923 416 0.12 0.30 0.28 o.k. 14 1931 418 0.08 0.22 0.20 o.k. 14 1931 418 10.08 0.22 0.20 o.k. 16 1940 420 0.06 0.17 0.16 o.k. 16 1940 420 ! 0.06 0.17 0.15 o.k 18 1946 421 0.05 0.13 0.12 o.k 18 1946 421 10.05 0.13 0.12 - o.k 20 1955 423 0.04 0.11 0.10 o.k. 20 1955 423 0.04 0.10 0.09 o.k 22 1964 425 0.03 0.09 0.08 o.k. 22 1981 424 0.03 0.09 0.08 o.k 24 1973 427 0.03 0.08 0.07 o.k 24 1970 426 10.03 0.07 0.07 o.k 26 1979 428 0.02 0.07 0.06 o.k. 26 1976 427 :0.02 0.06 0.08 o.k 28 1988 430 0.02 0.06 0.05 0.1L 28 1985 429 0.02 0.06 0.05 o.k 30 1997 432 0.02 0.05 0.05 o.k 30 1994 431 ! 0.02 1 0.05 1 0.05 o.k 0 0 • C C J PA PROJECT: #WEL- REMODEVADDCftON3 PAGE y S' MEMBER SPAN CLIENT: Bf:ANk#i (1) FL BM ATREAR OF'PATION4 DESIGN BY Structural JOB NO.: DATE: 4/920t2 . ;.., ` F REVIEW BY R A ti v,►:.;: Ro mPtlpc'inri'<RacQ'-'on:NDS 200Sfi ? ' ' i ''a ::': `. _ - L, 6 2.00 INPUT DATA & DESIGN SUMMARY L MEMBER SIZE GLB 5 t/8x 15r =Glulam 24F -1.8E MEMBER SPAN L Poz UNIFORMLY DISTRIBUTED DEAD LOAD Wp =` 27q"tiy lbs / ft UNIFORMLY DISTRIBUTED LIVE LOAD W, WL = _; j80 lbs / ft CONCENTRATED DEAD LOADS Po, lbs WO (0 for no concentrated load) L, 6 2.00 PD2 = 0.;; lbs T Choice => :2 ' :Occupancy Live Load DEFLECTION LIMIT OF LIVE LOAD dL = L / =360--:: ,; Camber => 0.49 inch DEFLECTION LIMIT OF LONG-TERM dKcp,L=L/240* ` E = Ex= THE BEAM DESIGN IS ADEQUATE. Does member have continuous lateral support by top diaphragm ? (1= yes, 0= no) -0:, :No Code Duration Factor, G, Condition 1 0.90 Dead Load 2 1,00 Occupancy Live Load 3 1.15 Snow toad 4 1.25 Construction Load 5 ' 1.60 Wind/Earthquake Load 6 2.00 Impact Load Choice => :2 ' :Occupancy Live Load ANALYSIS < d Ka p, L = L / 240 DETERMINE REACTIONS, MOMENT, SHEAR WSeff M = 18 IbS / ft Rte = 4.45 kips /.E= 34.7 (ft, Tab 3.3.3 footnote 1) Rfu m = 4.45 kips 1.00 1;00 1:00 :.. 1;00,•: 0.95 1.00 0.99 Vmna = 3.86 kips, at 15 inch from left end M tm = 21.13 ft -kips, at 9.50 It from left end f, = 1.5 VMax / A = 75 psi < F,; DETERMINE SECTION PROPERTIES& ALLOWABLE STRESSES Li (L. MMx) = 0.20 in, at 9.500 It from left end, < d L = L / 360 d = 053 in at 9.500 It from left end < d Ka p, L = L / 240 b = 5.13 in E'min = 930 ksi E = Ex= 1800 ksi Fb = 2400 psi d = 15.00 in FbE = 4690 psi Fb = 2,400 psi F = FbE / Fb' = 1.95 A = 76.9 int I = 1,441 in° Fv = 265 psi Fe = 2,291 psi S = ' 1922 in3 R = 15.425 <50 E' = 1,800 ksi F,; = 265 psi x B /.E= 34.7 (ft, Tab 3.3.3 footnote 1) CD CM Ct Ci CL CF Cv Cc C, 1.00 1;00 1:00 :.. 1;00,•: 0.95 1.00 0.99 -:1:OU,._: ..1 •':.:: CHECK BENDING AND SHEAR CAPACITIES fb = MMax / Sx = 1320 psi < Fb = 2291 psi [Satisfactory] f, = 1.5 VMax / A = 75 psi < F,; [Satisfactory] CHECK DEFLECTIONS Li (L. MMx) = 0.20 in, at 9.500 It from left end, < d L = L / 360 d = 053 in at 9.500 It from left end < d Ka p, L = L / 240 (Ku 0-L.MaX) Where K« _ '1.00:..: , (NDS 3.5.2) DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) d (1.50, Max) = 0.49 in, at 9.500 ft from left end L [Satisfactory] [Satisfactory] 11) C 0 CHECK THE BEAM CAPACITY WITH AXIAL LOAD AXIAL LOAD ' F = "= <0° Idps THE ALLOWABLE COMPRESSIVE STRESS IS F,' = F, Co C, CF = 340 psi Where. Fc = . 1600 psi F F Co = 1.60 — CF = 1.00 (Lumber only) Cp = (1+F) / 2c - [(1+F) / 2c)2 - F / Cf- = 0.133 Fc' _ Fc Co CF = 2560 psi Le = Ke L = 1.0 L = 228 in b = 5.125 in SF = slenderness ratio = 44.5 < 50 [Satisfies NDS 2005 Sec. 3.7.1.4] I F.E = 0.822 E'„dn / SFZ = 345 , psi ` E'min = 830 ksi F = FcE / Fc* = 0.135 C = 0.9 THE ACTUAL COMPRESSIVE STRESS IS fc = F / A = 0 psi < Fc' [Satisfactory] THE ALLOWABLE FLEXURAL STRESS IS ' Fti = 3665 Psi, [ for CD = 1.6 ] E J THE ACTUAL FLEXURAL STRESS IS fb = (M + Fe) / S = 1320 psi < Fti [Satisfactory] CHECK COMBINED STRESS [NDS 2005 Sec. 3.9.2] t (fc / F.' )2 + fb / [Fc (1 - f. / Foe)] = 0.360 < 1 [Satisfactory] I 1 1 j . F PROJECT. ,BLAKELY REMODEL/ADDITION t avV ; PAGE CLIENT: 'BEAM #2 (N) HDR AT`REAR OF*GREATfR00 r DESIGN BY ,R:A Structural I JOB NO.: DATE: 4/29/2010- REVIEW BY: •RA r ' Wood,.BedmDesi nyBase:on NDS 2005+ INPUT DATA & DESIGN,SUMMARY L, MEMBER SIZE GLB 5 1/8 x;13 1/2tt' Glulam 24F-1.8E - L, MEMBER SPANL = , 16x%;ft Po 1 + rez UNIFORMLY DISTRIBUTED DEAD LOAD WD = 410 lbs / ft + 1 UNIFORMLY DISTRIBUTED LIVE LOAD wL = 250;} lbs / ft w. ' _ CONCENTRATED. DEAD LOADS PDr {yry 0 Ibs F <b (0 for no concentrated load) L, = 0 .ft PD2 = 0 Ibs ..i LZ= 0`s+rft ` . r• DEFLECTION LIMIT OF LIVE LOAD d L = L /.360 «Camber 0.50 Inch DEFLECTION LIMIT OF LONG-TERM . - d K«D. L = L / 240,.: • .i r THE BEAM DESIGN IS ADEQUATE. Does member have continuous lateral support by top diaphragm ? r r (1= yes, 0= no) 1 -11 Yes Code • Duration Factor, G, Condition Y 1 0.90 Dead Load 2 1.00 y " Occupancy Live Load _ 3 1.15 Snow Load 4 1.25 Construction Load • F +. !', 5 1.60 Wind/Earthquake Load 6 2.00 Impact Load , Choice => 2 Occupancy Live Load t ANALYSIS - DETERMINE REACTIONS, MOMENT, SHEAR , w 16 Itis / ft RLea = 5.41 kips R = 5.41 kips seu vh = _ Vm _• 4.65 kips, at 13.5 inch from left end My = 21.65 ft-kips, at 8.00 ft from left end a DETERMINE SECTION PROPERTIES& ALLOWABLE STRESSES ' b = 5.13 'in ` E'mih N/A E= Ex= 1800 ksi Fb = N/A r d = 13.50 in - ' FbE _ N/A Fb = 2,400 psi F FbE / Fb 4 N/A A = 69.2 in 1 = 1,051 in' F„ = 265 psi Fp = 2,400 psi SX = 155.7 in 3 Re = N/A E' 1,800, ksi F,; = 265 psi /,E= NIA' CD CM Cr . Ci CL CF Cv Cc Cr 1.00 1.00 _ 1.00.` -.1.00, 1,00 1.00 1.00 1.00• 1.00 , CHECK BENDING AND SHEAR CAPACITIES ~ fb = MMax Sx = 1669 psi < Fb = 2400 psi' [Satisfactory] f,'= 1.5 VMS l A = , 101 psi < F, [Satisfactory] CHECK DEFLECTIONS d (L. m.4 = 0.19 in, at 8.0001 from left end, < d L = L / 360 [Satisfactory] A (K« D. L , eh'ax) = 0.53 - in, at 8.0001 from left end < d W D. L'= L /;240 [Satisfactory] . Where. Ku = 1.00 (NDS 3.5.2) , ( DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) y f. d(1.SD. Max)- 0.50 in, at 8.000 ft from left end ~• • 4 t 6 m 4 f m • 0 CHECK THE BEAM CAPACITY WITH AXIAL LOAD AXIAL LOAD F = -0 kips r THE ALLOWABLE COMPRESSIVE STRESS IS F = F, CD CP CF = 2236 psi Where F = 1600 psi F F Co = 1.60 — CF = 1.00 (Lumber only) CP = (1+F) / 2c - [(1+F) / 2c)2 - F / c]°-5 0.873 F, = F, CD CF = 2560 psi Le = Ke L = 1.0 L = 192 in d = 13.5 in SF = slenderness ratio = 14.2 < 50 [Satisfies NDS 2005 Sec. 3.7.1.41 F, = 0.822 E'min / SFZ = 3779 psi E'min = 930 ksi F = FcE / Fc* = 1.476 C = 0.9 THE ACTUAL COMPRESSIVE STRESS IS f, = F / A = 0 psi < Fc' [Satisfactory] , THE ALLOWABLE FLEXURAL STRESS IS Fti = 3840 psi, [ for Co = 1.6 ] THE ACTUAL FLEXURAL STRESS IS fb = (M t Fe) / S = 1669 psi < Fo [Satisfactory] CHECK COMBINED STRESS [NDS 2005 Sec. 3.9.2] (fc / F )2 + % / [Fe (1 - f. / Fes] = 0.435 < 1 [Satisfactory] • • • RA PROJECT: REMQDEUf1DDITION PAGE Structural CLIENT : BEAM"#3 19/201 (E) HDR AT REAR OFM BATHROC DESIGN BY R A JOB NO.: ? DATE?42, . s REVIEW BY . ;R A W:::.. R'n m a'1n inn`:R casnrfENI7 S'2i1f15r? _ - INPUT DATA & DESIGN SUMMARY (1= yes, 0= no) i_, MEMBER SIZE 4 x-:6*-, Code Duration Factor, C„ Condition No. 1, Douglas Fir -Larch- F MEMBER SPAN L= 3.25 ft 2 1.00 i'w l + ?oz UNIFORMLY DISTRIBUTED DEAD LOAD wD = _:410: , lbs / It 3 UNIFORMLY DISTRIBUTED LIVE:LOAD wL = - 280.; lbs/ft W` CONCENTRATED DEAD LOADS PD1 = 0,,- • lbs W0 (0 for no concentrated load) L, _ ° 0: •: ft Choice => 2 Occupancy Live Load PD2 = " 0 ' lbs 1.00 1.00 1.00 L2= 0 It DEFLECTION LIMIT OF LIVE LOAD d L = L ! 360 RR)gm = Camber=* 0.02 Inch DEFLECTION LIMIT OF LONG-TERM dKirD.L = L / 240. '. ft -kips, at 1.63 ft from left end psi < Fb = 1300 psi [Sattsfactory] THE BEAM DESIGN IS ADEQUATE. Does member have continuous lateral support by top diaphragm ? (1= yes, 0= no) 1 Yes b = 3.50 in E'min = WA Code Duration Factor, C„ Condition Code Designation 1 0.90 Dead Load 1 Select Structural, Douglas Fir -Larch 2 1.00 Occupancy Live Load 2 No: 1, Douglas Fir -Larch 3 1.15 Snow Load 3 No. 2, Douglas Fir -Larch 4 1:25 Construction Load 4 Select Structural, Southern Pine 5 1.60- Wind/Earthquake Load 5 No. 1, Southem Pine 6 2.00 Impact Load 6 No. 2, Southern Pine Choice => 2 Occupancy Live Load Choice => 2 ANALYSIS 1.00 1.00 1.00 . 1.00 1.00 1.30 1.00 DETERMINE REACTIONS, . MOMENT, SHEAR 1.00 wseuvm = 4 lbs / It RLert = 1.13 kips RR)gm = 1.13 kips VMex = 0.81 kips, at 5:5 inch from left end MMex = 0.92 ft -kips, at 1.63 ft from left end DETERMINE SECTION PROPERTIES& ALLOWABLE STRESSES b = 3.50 in E'min = WA E= Ex= 1700 ksi Fb = N/A d = 5.50 in FbE = N/A Fb = 1,000 psi F = FbE / Fe = N/A A = 19.3 int 1 = 49 in F„ = 180 psi Fe = 1,300 psi Sx = 17.6 in Re = N/A E' = 1,700 ksi F,; = . 180 psi /E= N/A CD CM Ct Ci CL CF Cv Cc Cr 1.00 1.00 1.00 . 1.00 1.00 1.30 1.00 1.00 1.00 CHECK BENDING AND SHEAR CAPACITIES fb = Mmax / Sx = 623 psi < Fb = 1300 psi [Sattsfactory] f,; = 1:5 VMax / A = 63 psi < F [Satisfactory] CHECK DEFLECTIONS d (L, Max) = 0.01 in, at 1.625 ft from left end, < AL = L / 360 [Satisfactory] A (Kca o + L. M&4 = 0.02 in, at 1.625 ft from left end < d Kcr D + L = L / 240 [Satisfactory] Where Ku = 1.00 :. , (NDS 3.5.2) DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) Id (1.513, Max) = 0.02 in, at 1.625 ft from left end • r CHECK THE BEAM CAPACITY WITH AXIAL LOAD AXIAL LOAD F = A, _'kips THE ALLOWABLE COMPRESSIVE STRESS IS—I F,' = F, Co CP CF = 2890 psi 6 d b 8 8 Where Fc = 1500 psi F F CD = . 1.60 CF = 1.30 (Lumber only) ! CP = (1+F) / 2c -{(1+F) / 2c)2 - F / c]°-5 0.926 Fj = Fc CO CF = 3120 psi Le = K8 L = 1.0 L = 39 in d = 5.5 in SF = slenderness ratio = 7.1 < 50 [Satisfies NDS 2005 Sec. 3.7.1.4] F,,E = 0.822 E'min / SF = 10136 psi E'min = 620 ksi F = Fcrz / Fj = 3.249 C = 0.8 THE ACTUAL COMPRESSIVE STRESS IS fc = F / A = 0 psi < Fc' [Satisfactory] THE ALLOWABLE FLEXURAL STRESS IS F; = 2080 psi, [ for CD = 1.6 J THE ACTUAL FLEXURAL STRESS IS fp = (M + Fe) / S = 623 psi < Fe [Satisfactory] CHECK COMBINED STRESS [NDS 2005 Sec. 3.9.2] & / F.' )Z + fp / [Fo (1 - f, / Fes] = 0.300 < 1 [Satisfactory] • • R/ 1t PROJECT : REMODEUADDITIOWa au, PAGE F., ', fBLAKELY Structural. CLIENT : BEAM #4 (N) FL BM REAR OF N• -OFFICE DESIGN BY `R ( JOB NO.: DATE: A/91201-21 REVIEW BY. Wood Beam Desi "riBaseon'NDS:s2005 - ` Y` . _r * .,' - _" '•• * > - Y { INPUT DATA & DESIGN SUMMARY MEMBER SIZE : 1 ' 6x,10 r No. 1, Douglas Fir Larch - L,=•• : - _ MEMBER SPAN _, L= 8 p p °' °i UNIFORMLY DISTRIBUTED DEAD LOAD- WD=t, 375 4 Ibs / ft + UNIFORMLY DISTRIBUTED LIVE LOAD WL = 300f, lbs / ft ' W`TTI CONCENTRATED DEAD LOADS; PD, = r r 0sy" Ibs ' WD (0 for no concentrated load) L1 = _ 0 - ft P,, _ 0._1 , lbs r s Lz='- 0' 'ft ' ^;', .A DEFLECTION LIMIT OF LIVE LOAD dL = L/'S60'` _ Camber 0.08 inch DEFLECTION LIMIT OF LONG-TERM dK«D. L = L /,,240 =Y' THE BEAM DESIGN IS ADEQUATE. . Does member have continuous lateral support by top diaphragm ? - (1= yes, 0= no) 1 'Yes Code Duration Factor, Cn Condition Code Designation 1 0.90 1 Dead Load 1 Select Structural, Douglas Fir -Larch 2 1.00'. Occupancy Live Load 2 No. 1, Douglas Fir -Larch 3 1.15 Snow Load 3 No. 2, Douglas Fir -Larch ' 4 1.25 Construction Load 4 • Select Structural, Southern Pine 5 1.60 - Wind/Earthquake Load' 5 No. 1, Southern Pine 6 .-2.00 Impact Load 6 No. 2, Southern Pine Choice => 2 Occupancy Live Load Choice _> i.2. , ANALYSIS DETERMINE REACTIONS, MOMENT, SHEAR ws.11 „K = 11 lbs / it RLO = 2.75 kips RRA„ = 2.75 kips VMax = 2.20. kips, at 9:5 inch from left end Mmax = 5.49 ft -kips, at 4.00 ft from left end -. ` DETERMINE SECTION PROPERTIES& ALLOWABLE STRESSES t b = 5.50 in ' E',,,i„ = N/A E = Ex = .1600 ksiFb = N/A «. d = 9.50 in FbE = N/A Fb = 1,350 psi F = FbE / Fb' = N/A A ._ • 52.3 int ;I = 393 in° F„ = 170 psi Fb' = 1,350 psi , S,, = 82.7 in , RB = MW E' = 1,600 ksi F,; = 170 psi 1E = N/A CD CM Ct Ci CL CF Cv Cc Cr 1.00 1.00 1.00 1.00.E 1.00 1.00 1.00 1:00 _ X1.00 . . CHECK BENDING AND SHEAR CAPACITIES h .- fb = Mmax / Sx = .796 psi < Fb = 1350 psi [Satisfactory] ' f, = 1.5 Vmax /A= 63 psi < F,; [Satisfactory) , CHECK DEFLECTIONS A wax) = 0.04 in, at 4.000 ft from left end, < AL = L / 360 [Satisfactory] d pc« D « L , naa,q = 0.10 in, at 4.000 ft from left end < d K« D * L = L / 240 [Satisfactory] Where K« _ 1.00 (NDS 3.5.2) . r DETERMINE CAMBER.AT 1.5 (DEAD + SELF WEIGHT) A (1.51). Maxi = 0.08 in, at 4.000 it from left end r ' t Y C, • CHECK THE BEAM CAPACITY WITH AXIAL LOAD AXIAL LOAD F = 0 ` kips THE ALLOWABLE COMPRESSIVE STRESS IS F,' = F, Cp C, CF = 1367 psi Where Fr = 925psi F F CD = 1.60 — CF = 1.00 (Lumber only) Cp = (1+F) / 2c - [(1+F) / 2C)2 - F / c]o.e = 0.924 F, = Fb CD CF = 1480 psi Le = Ke L = 1.0 L = 96 in d = 9.5 in SF = slenderness ratio = 10.1 < 50 [Satisfies NDS 2005 Sec. 3.7.1.4] F,,E = 0.822 E'mi„ / SF2 = 4669 psi E'min = 580 ksi F = FcE / Fc' = 3.155 C = 0.8 THE ACTUAL COMPRESSIVE STRESS IS fc = F / A = 0 psi < Fc [Satisfactory] THE ALLOWABLE FLEXURAL STRESS IS Fb = 2160 psi, [ for Co = 1.6 ] THE ACTUAL FLEXURAL STRESS IS fb = (M + Fe) / S = 796 psi < Fp [Satisfactory] CHECK COMBINED STRESS [NDS 2005 Sec. 3.9.2] (fc / F.')2 + % / [Fe (1 - fb / Fes] = 0.369 < 1 [Satisfactory] V PROJECT: BLAKELY REMODEUADDITION ' . a PAGE: t Structural CLIENT: BEAM #5 (E) IBM ATyKITCHEN d ! DESIGN BY R ASri * JOB NO.:. `' C DATE:,'4/9/2012 ' ' _' REVIEW BY: f2A.a»„r Wood,Beam Dtasi` n Base;onFNDSi2005`• ” INPUT DATA & DESIGN SUMMARY .L, MEMBER SIZE# . : 6x,12 E No. 1, Douglas Fir -Larch MEMBER SPAN L =; 11 75.ft- ` UNIFORMLY DISTRIBUTED DEAD LOAD wD =I 485':r lbs ft PD f 1 + Di UNIFORMLY DISTRIBUTED LIVE LOAD - wL = r x340;• t lbs / ft W= d • C CONCENTRATED DEAD LOADS PD1 =; :'.0;; ,filbs n wD (0 for no concentrated load) L1 =' 0 `ft PD2= 0:, `Ibs a ' L2= Op.. ft DEFLECTION LIMIT OF LIVE LOAD AL = L / 360-, -i Camber 0.29 Inch - DEFLECTION LIMIT OF LONG-TERM AKcrD• 1_7 L /;240 r^ ? F THE BEAM DESIGN IS ADEQUATE. Does member have continuous lateral support by top diaphragm ? - (1= yes, 0= no) 1 Y Yes- Code esCode Duration Factor, Cr, Condition Code Designation 1 0.90 Dead Load 1 Select Structural, Douglas Fir -Larch 2 1.00 Occupancy Live Load 2 No. 1, Douglas Fir -Lards' 3 1.15 Snow Load 3 No. 2, Douglas Fr -Larch 4 1.25 - Constriction Load 4 "Select Structural, Southern Pine 5 1.60 ; Wind/Earthquake Load 5 No. 1, Southern Pine -- 6 2.00 Impact Load 6 No. 2, Sout hem Pine _ Choice _> 4 Construction Load Choice => t ^. 2 ANALYSIS ` DETERMINE REACTIONS, MOMENT, SHEAR war 1M = 14 lbs / ft 4 RLen = 4.93 , kips Rw9m = 4.93 kips VMax = 4.12 kips, at 1.1.5 inch from left end, M1ii1. = 14.47 ft -kips, at 5.88 ft from left end DETERMINE SECTION PROPERTIES& ALLOWABLE STRESSES b = 5.50 in Frain = WA E Ex = 1600 ksi • Fb NIA d . = 11.50 in FbE = N/A Fb = ,.:1,350 psi F =F ! Fb` = WA A = 63.3 ' int 1 = • 697 in° , " F„ _ 170 psi Fb' _ 11688 psi Sx , = 121.2 in RB = _ NIA F 1,600 ksi' F,; • _' 213 . psl lE = N/A . CD CM C, . .. Ci CL CF Cv Cc Cr 1.25 1.Oo. 1:00 .1.00 , 1.00 1.00 1.00 - 1.00 CHECK BENDING AND SHEAR CAPACITIES fb=Mmax/Sx= 1433_ r psi < Fb = 1688 psi [Satisfactory] f, = 1.5 VMax / A = 98 psi < Fv [Satisfactory] a " t CHECK DEFLECTIONS - A (L, Ma* = 0.13 in, at 5.875 It from left end, < AL = L / 360 d [Satisfactory] n= 032 in, at 5.875 ft from left end < d L / 240 s (Ka D a L ,Malt) . i , Ka D • L — (satisfactory] Where Ku = 1i00 (NDS 3.5.2) DETERMINE CAMBER AT 1.5 (DEAD + SELF WEIGHT) n (1.513, Ma* _ 6.29 - in, at 5.875 ft from left end ' + . . r t ij, CHECK THE BEAM CAPACITY WITH AXIAL LOAD AXIAL LOAD F THE ALLOWABLE COMPRESSIVE STRESS IS F,' = Fc Co CP CF = 1300 psi. Where Fc 925 psi F F CD = 1.60 CF = 1.00 (Lumber only) CP = (1+F) / 2c - [(1+F) / 2c)2 - F / c]os = 0.878 Fc = Fc Co CF = . 1480 psi Le = Ke L = 1.0 L = 141 in d = 11.5 in r . SF = slenderness (ratio = 12.3 < 50 [Satisfies NDS 2005 Sec. 3.7.1.4] Fce = 0"822 E',„ / SFZ = 3171 psi E'min = 580 ksi F = FcE / Fc* = 2.143 C = 0.8 THE ACTUAL COMPRESSIVE STRESS IS fc = F / A = 0 . psi < Fc' [Satisfactory] THE ALLOWABLE FLEXURAL STRESS IS Fo = 2160 psi, [ for Co = 1.6- .6"THE THEACTUAL FLEXURAL STRESS IS ' fp = (M + Fe) / S = 1433 psi < Fe [Satisfactory] CHECK COMBINED STRESS [NDS 2005 Sec. 3.9.2] f (fc / Fc' )Z + % / [Fe (1 - fc / FcE)] = 0.663 < 1 . [Satisfactory] 4 Reza . PROJECT: Wood Post Design a PAGE CLIENT: .Blakely Residence DESIGN BY: R.A. As har Dur ,JOB NO.: 120331 DATE: 4/10/2012 REVIEW BY: R.A. Tables for Wood Post Design Based on NDS 2005 DURATION FACTOR (1.0, 1.15, 1.25, 1.6) CD = 1.00 (NDS 2.3.2) COMMERCIAL GRADE (# 1 or # 2) # 2 - Post Axial Capacity for Douglas Fir -Larch # 2, kis r Height ` Section Size ft 4x4 4x6 4x8 4x 10 4x 12 6x6 6x8 6x 10 6x 12 8x8 8x 10 6 11.10 16.85 21.84 27.34 • 33.25 ' 19.59 26.72 33.85 40.97 37.92 48.03 7 r66 13.51 17.62 22.21 27.01 18.89 25.76 32.63 39.49 37.33. 47.28 8 10.87 14.22 18.00 21.89 17.99 24.54 31.08 ' 37.63 36.59 46.34 9 9 8.85 11.60 14.72 17.90 16.91 23.06 29.21 35.35 -35.69 45.21 10 4.67 7.31 9.59 12.19 14.82 15.66 21.35 27.05 32.74 34.61 43.84 11 3.90 6.12. 8.04 10.23 12.44 14.32 19.52 24.73 29.93 33.34 42.23 12 3.31 5.19 6.83 8.69 10.57 12.96 17.67 22.39 27.10 31.87 40.37 13 2.84 4.46 5.86 7.46 9.08 11.67 15.91 _20.15 24.39 30.23 38.30 14 2.46 3.86 5.08 6.47 7.87 10.47- 14.28 18.09 21.90 28.46 36.05 15 . 2.15 3.38 4.45 5.67 6.89 9.41 12.83 16.25 19.67 26.62 33.72 16 1.90 2.98 3.92 5.00 6.08 8.46 11.54 14.62 17.70 24.76 31.37', 17 1.69 2.65 3.49 4.44 5.40 7.63 10.41 13.19 15.96 22.96 29.08 18 - 1.51 2.37 3.12 3.97 4.83 6.91 9.42 11.93 14.44 21:23 26.89 19 1.36 2.13 2.80 3.57 4.35 6.27 8.55 10.83 13.12 19.62 24.85 20 1.23 1.92 2.53 3.23 •3.93 5.72 7.79 9.87 11.95. 18.13 22.96 21 1.11 1.75 •2.30 2.94 1 3.57 5.22 7.12 9.02 10.92' 16.76 21.23 22 1.02 1.59 2.10 2.68 3.26 4.79 6.53 8.28 10.02 15.52 19.66 ` 23 0.93 1.46 1 1.92 2.45 -.2.98 4.41 6.01 7.62 9.22: 14.39 18.23 24 0.85 1.34 1.77 2.26 2.74 4.07 5.55 7.03 8.51 13.36 -16.93 25 0.79 1.24 1.63 2.08 2.53 3.77 ' 5.13 6.50 7.87. 12.43 15.75 26 0.73 1.15 1.51 1.92 2.34 3.49 4.76 6.03 7.30 11.59 14.68 27 0.68 1.06 1.40 1.79 • 2.17 3.25 4.43 5.61 6.80 10.82 13.71 28 0.63 0.99 1.30 1.66 1 2.02 1 3.03 4.13 5.23 6.34. 10.13 12.83 29 0.59 0.92 1.22 1.55 . 1.89 2.83 3.86 4.89 -5.92 9.49 12.02 30 0.55 - 0.86 1.14 1.45 1.76 2.65 3.62 4.58 5.54 8.91 11.29 Post Axial Capacity for Southern Pine # 2. (kips) r ` Height r Section Size ft 4x4 4x6 4x8 4x10 4x12 6x6 6x8 6x10 6x12 8x8 8x10 6 11.10 17.27 22.54 28.44 34.17 14.96 20.41 25.85 , 31.29 • 28.68 36.32 7 8.79 _ 13.73 17.98 22.77 27.49 14.57 19.87 25.16 30.46 t 28.33 35.89 8 7.02 10.98 14.41 18.30 22.15- 14.07 19.18 24.30 29.42 1 27.91 35.36 9 5.69 8.91 11.71 14.89 18.05 13.45 18.35 23.24 28.13 , 27.41 34.72 10 1 4.69 7.35 9.66 12.30 14.91 12.72 17.35 21.98 26.61: 26.80 33.95 11 3.92 6.15 1 8.09 10.30 12.50 11.90 16.22 1 20.55 24.87. 26.09 33.05 12 3.32 - 5.21 6.86 8.74 10.61 11.00 15.00 19.00- 23.00 i 25.26 32.00 13. 2.85 4.47 5.88 7.50 9.10 10.09 13.76 17.42 21.09 i 24.32 30.81 14 2.47 3.87 5.10 6.50 7.89 9.20 12.54 15.88 19.23 1 ' 23.27 29.47 15 2.16 3.39 4.46 5.69 6.91 8.36 11.40 14.44 17.48 1 22.12 28.02 16 1.90 2.99 3.93 5.01 6.09 7.59 10.35 13.11 • 15.87 ` 20.91 26.48 17 1.69 2.65 3.49 4.45 5.41 6.89 9.40 11.91 14.42 19.66 24.91 18 1.51 2.37 3.12 3.98 4.84 6.27. 8.56 10.84 13.12 • '18.42 23.33 . 19 1.36 2.13 2.81 3.58 4.35 5.72 7.80 9.88 11.96: 17.21 21.80 20 1.23 - 1.93 2.54 3.24 3.93 5.23 7.13 9.04 10.94 + 16.05 20.33 21 1.11 1.75 2.30 2.94 3.57 4.80 6.54 8.28 10.03 ' 14.95 18.94 22 1.02 1.60 2.10 2.68 3.26 4.41 6.01 _ 7.62 9.22 •: 13.93 17.65 23 0.93 1.46 1.93 2.46 2.99 4.06 5.54 7.02 8.50 I 12.98 16.45 24 0.86 1.34 1.77 2.26. 2.74 3.76 5.12 6.49 7.86 c 12.11 15.34 25 0.79 1.24- 1.63 2.08 2.53 3.48 4.75 6.01 7.28 11.31 14.33 26 . 0.73 1.15 .1.51 1.93 2.34 3.23 4.41 5.59 6.76 10.58 13.40 27 0.68 1.06 1.40 1.79 2.17 3.01 4.11 5.20 6.30 9.90 12.54 28 1 0.63 0.99 1.30 1.66. 2.02 2.81 3.83 4.85 1 5.88 t 9.28 11.76 29 1 0.59 0.92 1.22 1.55 1.89 2.63 3.58 4.54 5.50 J 8.72 11.04 30 0.55 0.86 1.14 1.45 1.76 2.46 3.36 4.25 1 5.15 1 '- 8.20 10.39 Note: 1. The bold values require steel bearing plate based on, Fel, 625 psi. 2. The table values are from Wood Column software at www.Engineering-InternationaLcom . , • • 1 0 ^ • DESIGN CRITERIA- SEISMIC LOADING 1..0CATION: LA QUANTA, CA (ZIPCODE: 92253) Ss = 1.515 Sl = 0.600 is. = 1.010 SDI = 0.600 SE-ISMIC DESIGN CATEGORY D (TBC SECTION 1613.5.6) SITE. CLASS D (ASSUMED) (IBC SEC'1'lON 1613.5.2) ociuPANC`f f ATEfrO RY 13 (it3C TxBuE ifiO4.5) SEISMIC IMPORTANCE FACTOR I = 1.00 (ASCE 7 05, TABLE 11.5-1) RESPONSE MODIFICATION COEFFICIENT R = 6.5 (ASCE T OS TABLE 12.2-1) .A. J' J IJZDY EAAJPANEL R = 6_S (HF CATALi1G 6-09) A T CANTILEVER STF,EL COL UMN R =1.5 (ASCE 7105, TABLE 12.2-1) REDUNDANCY FACTOR p = 1.30 (ASCE 7-05, SECT. 12.3.4.2) fiASE SHEAR V = p x [SDsU(1 A x R)j x W (ASCE 7-05_ EQU.- 12.8-1 & 12.8-2) '.SASE SHEARV= 1.30x[1.010x 1.0/(1.4x6.5))=0.145W I- 1 ' DESIGN CRITERIA-VSTIND LOADING • .ASSUMED MOST CONSERVATIVE ROOF ANGLE = 20° ps3o = 17.8 PSF (ASCE, 7-05, FIGURE 6-2) WIND EXPOSURE CATEGORY C (ASCE 7-05, SECT. 6.5.6.3) WIND IMPORTANCE FACTOR T = 1.00 (ASCE 7-05, TABLE 6-1) 8-tt SIC Ll, WO SPEED 90 A' 4Pff ('ASCE?-OS, FIGCiRE t i J TOPOGRAPHIC FACTOR. K =1.00 (ASCE T 05, SECT. 6.5.7.2) WIND FACTOR Rs — x Kr. x I x p&:o (ASCE 7-05, EQU. 6-1) MAXIMUM HEIGHT 15 ft (A. = 1.21) WIND FACTOR ps = 21.54 psf IMA)aM (JM HEIGHT 20 ft (7, = 1.29) WIND FACTOR Ps = 22.97 psf MAXIMUM. HEIGHT 25 R (X = 1.35) WIND.FACTOR ps = 24.03 psf MAxIMUM BEIGHT 30 # (X = 1.40) WIND FACTOR ps = 2'4.92 psf i f S i • LATERAL ANALYSIS SECTION 1 LONGITUDINAL ROOF AVERAGE HEIGHT =13.00 FT TOP PLATE AVERAGE HEIGHT = 10.00 FT 15 FT. MAX ROOF HEIGHT WIND FORCE- 21.54 PSF - WIND LOAD = 21.54 x ( 13.00 - 10.00 ) =65.00 PLF SEISMIC LOAD = 0.145 x ( 25.00x21.00 + 15.00x2x3) = 90.00 PLF SEISMIC GOVERNS = 90.00 PLF MAX. SHEAR = 90.00 x 13.00 / 2 x 20.00 = 30.00 PLF CHORD FORCE = 9,0.00 x 13.00 x 13.00 / 8 x 20.00 = 95.00 LBS USE'/2" CDX UNBLOCKED, WITH 8D'S AT 6", 12" O/C , USE (6) 16D' S PER TOP PLATE SPLICE SECTION 2 LONGITUDINAL ROOF AVERAGE HEIGHT = 15.00 FT TOP PLATE AVERAGE HEIGHT = 12.00 FT 15 FT. MAX ROOF HEIGHT WIND FORCE = 21.54 PSF WIND LOAD= 21.54 x ( 15.00 -14.00/2) =194.00 PLF _ SEISMIC LOAD = Ot 145 x ( 25.00x40.00 + 15.00x2x6 + 10.00x3x6) = 198.00 PLF SEISMIC GOVERNS = 198.00 PLF MAX. SHEAR = 198.00 x 34.00 / 2 x 40.00 = 84.00 PLF CHORD FORCE = 198.00 x 34.00 x 34.00 / 8 x 40.00 = 713.00 LBS USE '/z" CDX UNBLOCKED WITH 8D' S AT 6", 12" O/C • USE (6) .16D S PER TOP PLATE SPLICE q 1 • LATERAL ANALYSIS SECTION I -TRANSVERSE ROOF AVERAGE HEIGHT = 13.00 FT TOP PLATE AVERAGE HEIGHT = 10.00 FT 15 FT. MAX ROOF HEIGHT VAND FORCE = 21.54 PSF WIND LOAD = 21.54 x ( 13.00 — 10.00) =65.00 PLF SEISMIC 'LOAD = 0.145 x ( 25.00x16.00 + 15.00x2x3) = 71.00 PLF SEISMIC GOVERNS = 71.00 PLF MAX. SHEAR = 71.00 x 25.00 / 2 x 16.00 = 56.00 PLF CHORD FORCE = 7:1.00 x 25.00 x 25.00 / 8 x 16.00 = 347.00 LBS USE 'W' CDX UNBLOCKED WITH 8D' S AT 6", 12" O/C USE (6) 16D'S PER TOP PLATE SPLICE 0 K] a El • • SHEAR WALL DESIGN SW #1 SHEAR WALL AT REAR OF HALLWAY AND BDRM TOTAL LOAD = 198100 x 52.00/2 = 5148.00 LBS. SHEAR WALL LENGTH = 8.00 + 5.00 = 13.00 FT. SHEAR WALL = 5148.00 / 13.00 = 396.00 PLF11 USE SHEAR WALL TYPE 12 WITH 5/8" x 1.2" A.B. AT 12" O.0 MAX. DRAG = 1.301,00 LBS. USE (12) 16D'S PER TOP PLATE SPLICE MAX. UPLIFT AT 8 FT. PANEL= 2162.00 LBS USE SIMPSON HDUS HOEDOWN ONE END AND MST48 STRAP HOLDOWN THE OTHER END MAX. UPLIFT AT 5 FT. PANEL= 2614.00 LBS USE SIMPSON HD J5 HOLDOWN EACH END SW #2 STEL COLUMNS AT REAR OF GREAT ROOM TOTAL LOAD = 199.00 x 34.00/2 + 115.00 x 12.00/2 = 4056.00 LBS. USE CANTILEVER STEEL COLUMNS CANTILEVER STEEL COLUMN R = 1.5 LOAD = 4056.00 x 66/1.5 = 17576:00 LBS LOAD EACH COLUMN = 17576.00/2 = 8788.00 LBS SEE STEEL COLUMN AND FLAG POLE FOOTING DESIGN SW #3 STEL COLUMNS AT REAR OF NEW PATIO TOTAL LOAD = 115.00 x 12.00/2 =690.00 LBS. TOTAL LOAD = 71.00 x 20.00/2 = 710.00 LBS. GOVERNS USE CANTILEVER ,STEEL COLUMNS CANTILEVER STEEL COLUMN R = 1.5 LOAD = 710.00 x 6.5/1.5 = 3077.00 LBS SEE STEEL COLUMN AND FLAG POLE FOOTING DESIGN 4h L RA PROJECT: RE Ek FHD PAlO/ DITiOt k s ` Pig PAGE : Structural CLIENT SHEAR-WALLiJ'1S{TxEE1 C,OLUMDJSkT RBl14+11 I A t DESIGN BY PJOB NO :12x331 si..-f c DATE ,6/8Qi)t2 _ S? '''@E REVIEW BY: CantikwerCotumn•8_F,00ti', :•...::..:..... :.::..:.::.::.;:.;.::- ::: R9.4es19 Basedon A(SE 360,YACIRSIB; and;IBC:,1 C Y - , ", „ _ „ , : k :•: ..... INPUT DATA & DESIGN SUMMARY b- ft COLUMN SECTION (Tube, Pipe, or WF) is,{/:Zx40` W Shape COLUMN YIELD STRESS F - =•1 36"''t ksi CANTILEVER HEIGHT ` H = ;y Z:O-..,y;,ft COLUMN TOP LATERAL LOAD F = Y"'8>, kips, ASD (Strong Axis Bending only) ANALYSIS COLUMN TOP GRAVITY LOAD P = kips, ..Id ASD DIAMETER OF POLE FOOTING b- ft ALLOW SOIL PRESSURE Qe35r;3ksf LATERAL SOIL CAPACITY Pp = f ';;0:-Z-".ksf / It RESTRAINED@GRADE 7(1=yes,0=no) ` -=s1;:r_<,;Yes tea......._. Use 3 ft dia x 6.78 ft deep footing restrained @ ground level THE DESIGN IS ADEQUATE. PC = Pn / Dc = ANALYSIS 112.82 kips, (AISC 360-05 Chapter E) CHECK COMBINED COMPRESSION AND BENDING CAPACITY OF COLUMN ( USC 360-05, H1) Pr+8M'x+Mry ' > for Pr>02 PC 9 M« M,yJ PC = 0.92 < 1.0 Pr +(M"' +Mry for Pr <0-2 2PC M« May, PC 22-m3 [Satisfactory] Where Pr = 6.00 kips Mrx = 88.00 ft -kips ry KL y = . 212;;: i:C ft, weak axis unbraced axial length PC = Pn / Dc = 188 /1.67= 112.82 kips, (AISC 360-05 Chapter E) > Pr [Satisfactory] MCx = Mn / 9b = 164.63 / 1.67 = 98.58 ft -kips, (AISC 360.05 Chapter F) > Mrx (Satisfactory) NICs = Mn / Db = 50.40 11.67 = 30.18 ft4dps, (AISC 360-05 Chapter F) > Mry [Satisfactory] DESIGN POLE FOOTING (IBC Sec.1805.7 / UBC Sec.1806.8) By trials, use pole depth; d = 6.782 It Lateral bearing @ bottom, S9 = 2 Pp M/n( d, 12') = 2.71 ksf Lateral bearing @d/3,'Sr=2PPMin(d/3, 12')= 0.90 ksf Require Depth is given by 2 (1 + i+ 4 h J for nonconshwined - d - L J - 6.782 ft IS 4.25Ph atisfactoryl ES for constrtuned Where P= F= 8.80 kips A= 2134P/(bSj 5.00 h= Mrrx/F= 10.00 ft CHECK VERTICAL SOIL BEARING CAPACITY (ACI, Sec. 15.2.2) gsoif, = P/ ("r b 21q= 0.85 ksf, (net weight of pole footing inctuded.) ' < (Satisfactory) CHECK STRONG AXIS LATERAL DEFLECTION Q, 3 0.57 in < 2 H / :' : `24Q - - 1.00 in [satisfactory] • • IMM R A PROJ ECT : SBI AKl LY REMooEt nNfl PATto ADDw1TiQN?e nt= y PAGE int_-VA",s CLIENT: CiUN1A 5 AT_REARPATIP rw e DESIGN BY R;y Structural JOB NO.: J12033t u DATE : B18(20t2{ ,, ? < . ." % ` '• REVIEW BY R "110 d DIAMETER OF POLE FOOTING b = -:3; `;-:::ft INPUT DATA & DESIGN SUMMARY Qe ksf Fy.fM1:SiF;q `. COLUMN SECTION (Tube, Pipe, or WF)i F1557X7X3f8t> Tube COLUMN YIELD STRESS F y_ .s,.-- CANTILEVER HEIGHT H = ` `t0; ;ft COLUMN TOP LATERAL LOAD F =.3077 kips, ASD (Strong Axis Bending only) Pr+gM,x+Mry COLUMN TOP GRAVITY LOAD P = '• 6 >kips, ASD DIAMETER OF POLE FOOTING b = -:3; `;-:::ft ALLOW SOIL PRESSURE Qe ksf Fy.fM1:SiF;q `. LATERAL SOIL CAPACITY Pp = =,; ;R 2 zx, ksf / It RESTRAINED @ GRADE ?(1=yes,0=no) F?'a `4= Yes Use 3 ft dia x 4.78 ft deep footing restrained @ ground level THE DESIGN IS ADEQUATE. ANALYSIS Pc = P„ / be = 212 / 1.67 = 127.16 CHECK COMBINED COMPRESSION AND BENDING CAPACITY OF COLUMN QUSC 360.05, H1) Pr+gM,x+Mry for L' ;>-0.2 Pc 9(Mar Miy Pc Mc, = Mn /;'fl b = 66.30 11.67 = 39.70 - - .0.80 < 1.0 Nr +M "` + M'y (Ad,, for P' < 0.2 2Pc May) Pc !m [Satisfactory] Where Pr = • 6.00 kips Mrx = 30.77 ft4dps Mry = ::.:'U;.•:• :::.; ft4dps KL y = ` _2Q'; =::: ; It, weak a)ds unbraced axial length Pc = P„ / be = 212 / 1.67 = 127.16 kips, (AISC 360-05 Chapter E) > P, [Satisfactory] Mc, = Mn /;'fl b = 66.30 11.67 = 39.70 ft4dps. (AISC 360-05 Chapter F) > M„ r [satisfactory] Mcy = Mn /YDb = 66.30 11.67 = 39.70 ft4dps, (AISC 36005 Chapter F) > Mry [Satisfactory] POLE FOOTING (IBC Sec.1805.7 / UBC Sec.1806.8) By trials, use pole depth; d = 4.776 It Lateral bearing @ bottom, S9 = 2 Pp Mind, 12') = 1.91 ksf Lateral bearing @d/3,"Sr=2PPMin(d/3, 12')= 0.64 ksf Require Depth is given by 2 C1 + 1 + 6h l for noncons bni ned L J — d — — 4.776 ft [Satisfactory] 4.25Ph for constrained bS, Where P = F = 3.08 kips A = 2.34 P/ (b S r) = 2.63 h = Mmax IF= 10.00 It VERTICAL SOIL BEARING CAPACITY (ACI, Sec. 15.2.2) gsoil = P/(,7 b2/ 4) = 0.85 ksf, (net weight of pole footing included) < Q 8 [Satisfactory] STRONG AXIS LATERAL DEFLECTION F'ff= 3 a = . 0.94 in < 2 H / :::240:: = 1.00 in [Satisfactory] FOUNDATION DESIGN SOIL BEARING PRESUURE = 1800 PSF PER SOILS REPORT MAX LOAD = 45.00x42:00/2 + 15.00x10.00 + 150x15x18/144 = 1376,00 PLF FOUNDATION WIDTH REQUIRED = (1376.00/1500)x12 = 11" USE 12" WIDE x 12" DEEP FOOTINGS WITH (1) # 4 TOP AND BOTTOM FOOTING CAPACITY = (1500x52xl2)/(12xl2) = 5000.00 LBS PADS DESIGN BM. # I = 6000.00 LBS SEE FLAG POLE FOOTING DESIGN BM. # 2 = 5500.00 LBS SEE FLAGPOLE FOOTING DESIGN BM. # 3 = 6600.00 LBS 2'-6" SQ. x 12" DEEP FOOTING WITH (3) #4 BARE EACH WAY • • 0 • • Reza PROJECT' Max'Load Foc2 5 sq ft.'Pad Footing (1500psf) + PAGE : t - As har OUt' CLIENT: `t : ;:'' . ;yh's ; w' DESIGN ' `. BY: RA'. 9 P JOB NO.: a `.x • e s DAA ATE, .• ht r a REVIEW BY : R.A.. Pad Footm :Desi n Based°on ACI 318=05 2.02 + 2.02 • ' Mu . 3.43 ;L , INPUT DATA. ` 0.000 DESIGN SUMMARY Penin COLUMN WIDTH i:, _ ,0- • in FOOTING WIDTH ' B = _2.50 ft COLUMN DEPTH c = 1.1-0 FOOTING LENGTH - L' _ ` 2.50 It BASE PLATE WIDTH b; = .,in 4 in FOOTING THICKNESS t'• T a = 12 in BASE PLATE DEPTH, . b, _ 4`G in LONGITUDINAL REINF. •' 3 a 4 Q 12 in o.c. i_ FOOTING CONCRETE STRENGTH( = 2.5 - ksi TRANSVERSE REINF. 3 # 4 Q • . '12 in o.c. ' REBAR'YIELD STRESS " • ' f = ':40; ksi - AXIAL DEAD LOADPp, _ A44.5'i k AXIAL LIVE LOAD P = '4S k LATERAL LOAD (O=WIND, 1=SEISMIC)= F 1 Seismie.SD SEISMIC AXIAL LOAD . F T . = 0 k, SD SURCHARGE .. - 9s = 6- ,'ksf j V + fl '' •. ..,•----) t SOIL WEIGHT Ws = Sj ,0.1 TY • kcf _ FOOTING EMBEDMENT DEPTH • Of = 4r 2 -: h FOOTING THICKNESS = 12 in j , _ jT ALLOW SOIL PRESSURE Qa = -11.`5' ksf L 'L i. FOOTING WIDTH B = 12 ft •^ FOOTING LENGTH L + ft - BOTTOM REINFORCING # 4 _ O THE PAD DESIGN IS ADEQUATE. ANALYSIS , DESIGN LOADS (IBC SEC. 1605.3.2 & ACI 318-05 SEC.9.2.1) _. CASE 1: DL + LL 1P = 9 kips 1.2 DL * 1.6 LL Pu = 13 kips CASE 2: OL + LL + E 11.4 iP = 9 kips 1.2 DL + 1.0 LL + 1.0 E Pu = 10 kips CASE 3` 0.9 DL + E / 1.4 9 = 4 kips 0.9 DL + 1.0 EA Pu = 4. kips 7 A CHECK SOIL BEARING CAPACITY (ACI 318-05 SEC.15.2.2) . %, CASE 1 CASE 2 ` CASE 3' q '.x _ +y , (0.15 — ,,, ) % j= 1.48 ksf, 1.48 ksf, 0.69 'ksf R/ • q ,,A c, < k Q a , [Satisfactory] .. ` where k = 1 for gravity loads. 4/3 for lateral loads. DESIGN FOR FLEXURE (ACI 318-05 SEC. 15.4.2, 10.2, 10.3.5, 10.5.4. 7.12.2, 12.2, 8 12.5) 6 •f t. R cis"'ri \•--. 4. d• , • . I r s 4 7( Y •, .,t . ti:'w •C..{. r, w..-mss ' '' .q,, , , . 2 , y1 ' LONGITUDINAL TR_ ANSVERSE v .d^ 8.75 8.50 b 30 30. q u,max_ ' 2.02 + 2.02 • ' Mu 3.43 3.43 ;L , 0.000 y 0.001 • . Penin 0.001 - 0.001 - AS .. 0.17 0.18 RegD 4 1 # 4 F Max. Spacing •- 18 in o.c. 18 in o.c. USE 3 # 4 ®12 in o.c. 3 # 4 ® 12 in o.c. ?max ... - 0.019 • • 0,019 - Check Pprod < pmax [Satisfactory) • -[Satisfactory] , 4 7( Y •, .,t . ti:'w •C..{. r, w..-mss ' '' .q,, , , . 2 , y1 ' • 0 CHECK FLEXURE SHEAR (ACI 318-05 SEC.9.3.2.3, 15.5.2, 11.1.3.1. 8 11.3) I'n=2Ohd ./c CHECK PUNCHING SHEAR (ACI 318-05 SEC.15.5.2, 11.12.7.2, 11.12:6.8 13.5.3.2) 4 C, ( 2 +y) , .4P = 54.98 kips where m = 0.75 (ACI 318-05, Section 9.3.2.3 ) (t = ratio of long side to short side of concentrated load = 1.00 bo = C1 + c2 + b1 + bz + 4d = 42.5 in AP bo d ' = 366.6 in y = MIN(2 , 4/13c, 40d/bp) = 2.0 !; - !_ I "b. c tdl(h• rc'z d 11 - l 11. n18X BL 2 II T !J - 17.02 kips < d Y n [Satisfactory] LLL i J 111 JJJ (cont'd) LONGITUDINAL TRANSVERSE Vu 2.21 2.31 C) 0.75 0.75 On 19:7 19.1 Check V„ < mV,, ; [Satisfactory] [Satisfactory) CHECK PUNCHING SHEAR (ACI 318-05 SEC.15.5.2, 11.12.7.2, 11.12:6.8 13.5.3.2) 4 C, ( 2 +y) , .4P = 54.98 kips where m = 0.75 (ACI 318-05, Section 9.3.2.3 ) (t = ratio of long side to short side of concentrated load = 1.00 bo = C1 + c2 + b1 + bz + 4d = 42.5 in AP bo d ' = 366.6 in y = MIN(2 , 4/13c, 40d/bp) = 2.0 !; - !_ I "b. c tdl(h• rc'z d 11 - l 11. n18X BL 2 II T !J - 17.02 kips < d Y n [Satisfactory] LLL i J 111 JJJ (cont'd) Pare 1 of 8 Anchor Calculations Anchor Selector (Version 4.5.1.0) Job Name: Date/Time,: 5/20/2011 11:48:32 AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code: ACI 318-08 Calculation Type : Analysis a) Layout Anchor : 5/8" SET -XP Number of Anchors : 1 Steel Grade: A307 GR. C Embedment Depth.- 10 in Built-up Grout Pads : No cxi cx2 Vuay Muy N]a, y2 I Mux pyl vuax I c y2 Ox1 bx2 cyi 1 ANCHOR IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. + INDICATES CENTER OF THE ANCHOR i Anchor Layout Dimensions; cx1 .6 in p cx2.6in cyl : 60 in cy2:60in b) Base Material Concrete: Normal weight Cracked Concrete : Yes i • Condition : B tension and shear about:blank n fC : 2500.0 psi I `I'c.v : 1.00 i 1 6Fp : 1381.3 5/20/2011 Thickness, ha : 18 in •Supplementary edge reinforcement : No Hole Condition : Dry Concrete Inspection : Continuous Temperature Range : 1 (Maximum 110 OF short term and 75 OF long term temp.) c) Factored Loads Load factor source : ACI,318 Appendix C Nua .2450 Ib Vuay : 0 Ib Muy : 0 Ib*ft ex 0 in ey:0in Moderate/high seismic risk or intermediate/high design category : Yes 17 Anchor w/ sustained tension - No Anchors only resist wind and/or seismic loads : Yes Apply entire shear load at front -row for breakout : No j •d) Anchor Parameters From (F-SAS-CSAS2009] 1 Anchor Model = SETXP i da = 0:625 in Category'= 1 hef = 10 in i. hmin = 13.125 in cac = 30 in i; IS min = 1.75 in ; smin ' 3 in Ductile = Yes 2) Tension Force on Each Individual Anchor 1 Anchor #1 Nual = 2450.00 lb Sum of Anchor Tension !:Nlua 2450.00 Ib, eNx=0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vua1 = 0.00 Ib (Vua1 x = 0.00 Ib , Vua y = 0.00 Ib ) Sum of Anchor Shear 1Vuaz = 0.00 Ib, ? Vuay = 0.00 Ib • e'Vx = 0.00 in X about:blank Pad,,e2ot8 psi Vuax 0 l Mux : 0 Ib*ft e'Vy = 0.00 in a • 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAse futa [Eq. D-3] Number of anchors acting! in tension, n = 1 Nsa = 13.110 Ib (for a single anchor) [F-SAS-CSAS2009] = 0.80 [0.4.5] Nsa = 10488.00 Ib (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb — ANc/ANco'1'ed,N"'c,N4Jcp,NNb [Eq. D-4] Number of influencing edges =,2 hef = 10 in ' ANco = 900.00 ink [Eq. D-6] ANC = 360.00 int Smallest edge distance, ca min = 6.00 in ed.N = 0.8200 [Eq. D-10 or D -1 1j Note. Cracking shall be controlled per D.5.2.6 IJc.N = 1.0000 [Sec. D.5.2.,6] r cp N = 1.0000 [Eq. D-12. or D-13] Nb = kc%til f' c hef" = 26879.36 Ib [Eq. D-71 kc = 17 [Sec. D.5.2.6] Ncb = 8816.43 Ib [Eq. D-4] = 0.75 [D.4.5] 4 seis = 0.75 a)Ncb = 4959.24 Ib (for a single anchor) 6) Adhesive Strength of Anchor in Tension'[Sec. D.5.3 (AC308 Sec_3.3)] `k,cr = 718 psi [F-SAS-CSAS2009] kcr = 17 [F-SAS-CSAS2009] hef (unadjusted) = 10 in 3 Nao = Tk,cr7r dahef = 14097.60 Ib [Eq. D -16f] Tk,uncr = 2263.00 psi for use °in [Eq. D -16d] Scr,Na = min[20 da (Tk,und, 1450) , 3hefj = 15.616 in [Eq. D -16d] ahuurblank Pa -e i of b 0 5/20/2011 Page 4 o I'&' Ccr,Na = scr,Na12 = 7.808 in [Eq. D -16e] • N a = ANa Nao /A `ed:Na P 4j. NaNao [Eq. D -16a] ANao = 243.86 int [Eq. D-',1 6c] ANa = 187.39 int Smallest edge distance, ca,min = 6.00 in ,.ped,Na =* min[0.7+0.3ca:m n/ccr,Na 1.01 = 0.9305 [Eq. D -16m] `I'p Na = 1.0000 [Sec. D.5.3.14] Na = 10080.90 Ib [Eq. D -16a] 1> = 0.75 [F-SAS-CSAS2009] seis = 0.75 mNa = 5670.51 Ib (for a single anchor) 1 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength' is only .calculated for headed anchors in tension close to an edge, cap < 0.4hep. Not7appiicabie in this case. r 8) Steel Strength of Ancoor in Shear [Sec D.6.1I Vsa = 7865.00 Ib (for a single- anchor) veq = VsaRv.seis [AC308 Eq. 11-27] a U. v.seis = 0.7.1 [F-SAS-CSA S2009] - Veq = 5584.15 Ib o = 0.75 [D.4.5] ; Veq = 4188.11 Ib (for a single, -anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1: Anchor checked against total shear load In x -direction... ucbx - Avc^cox`Ped,V`l c,V%l h,V Vbx.[Eq. D-21] cal = 6.00 in = = 162.00 in Avcx 1 Avcox = 162.00 in2.[Eq. D-213] `ped v = 1.0000 [Eq. D-27 o°r D-28] 1,c V = 1.0000 [Sec. D.6.2.7] `1)h'v = (1.5c al /h a) = 1..0000 [Sec. D.6.2.8] about:blank 5/20/2011 Vbx = 7(le/ da )0.2. ' da% 'f :(Cal)l-' (Eq. D-241 Ie=5.00 in Vbx = 6163.86 Ib Vcbx = 6163.86 Ib [Eq. D-21 ] = 0.75 seis = 0.75 V Vcbx = 3467.17 lb (for a single anchor) In y -direction:.. Vcby = Avcy/' vcoykl,ed.Vkl)c v`f h,V Vby [Eq. D-21] Cal = 12.00 in (adjusted fdredges per D.6.2.4) Avcy = 216.00 in2 AvcOy = 648.00 in2 [Eq. D-23] kl)ed,V = 0.8000 [Eq. D-27 or D-28] !'c V =.1.0000 [Sec. D.6.2.N7] h V (1.5ca /ha) = 1'.0000 [Sec. D.6.2.8] Vby = 7(le/ da )0.2, da % fb(ca')i.5 [Eq. D-24] Ie=5.00 in Vby = 17434.04 Ib u. Vby ='4649.08 lb -[Eq.- D-21] ! c = 0.75 a }seis - 0.75 Vcby = 2615.11 Ib (for a s ngle anchor) •X Case 2: This case does not apply to single anchor layout i. Case 3: Anchor checked for parallel to edge.condition Check anchors at cX edge' Vcbx = AvcXAvcoxgjed,V`E c,V-Ph,V Vbx [Eq. D-21) Cal = 6.00 in Avcx = 162.00 in2 1 E Avcox = 162.00 in2 [Eq, D-2'3] 'IJ ed, v = 1.0000 [Sec. D.6.2'1..(c)] 1)c.v = 1.0000 [Sec. D.6.2J] about:blank Page 5 of 8 9 5/20/2011 M `lh,V = (1.5c al / ha) = 1.0000 [Sec. D.6.2.8) • Vbx=.7(le/ da )0:2 til da"\J, fc(ca1)1.5 [Eq. D -24j Ie = 5.00 in Vbx = 6163.86 Ib Vcbx = 6163.86 Ib [Eq. D-21] i Vcby = 2 * Vcbx [Sec. D.6..2.1(01 Vcby = 12327.72 Ib y Q, = 0.75 seis = 0.75 Vcby = 6934.35 Ib (for a. single anchor) k, Check anchors at cyi edge _ n f Vcby = ' vcy/Avcoy`l'ed,V`"c.V`1'h V VbY [Eq.1D-21 j Cal = 12.00 in (adjusted for edges per D.6.2.4) Avcy = 216.00 int- Avcoy = 648.00 int [Eq. D-23] i'ed,V = 1.0000 [Sec. D.6.21.1'(c)] • I1c V = 1.0000 [Seca D.6.2.7] `1h.V = (1.5cai /ha) =1-;!0000 [Sec. D.6.2.8j Vby = 7(le/ da )0.2 da;'- fc(cal)1.5 [Eq. D -24j Ie=5.00 in Vby = 17434.04 Ib i Vcby = 5811.35 Ib [Eq. D-211 Vcbx = 2 *Vcby [Sec. D.6:2. 1(c)] Vcbx = 11622.69 Ib = 0.75 a G'seis = 0.75 x. "Vcbx = 6537.76 Ib (for a sitj gle anchor) 7 Check anchors at cx2 edge Vcbx= Avc)Avcox`l'ed,v`l'c,v`1h,V Vbx [Eq. D -21j cal = 6.00 in Av= 162.00 int z+ • a about:blank gage 0 of 8 29 5/20/2011 A = 162.00 int [Eq. D23] vcox • 1'ed,V = 1.0000 [Eq. D-271or D-28] [Sec. D.6.2.1(c)] TC,v = 1.0000 [Sec, D.6.2'.7] `1'h V = (1.5ca.1 / ha) 1.0000 [Sec. D.6.2.8] Vbx = 7(le% da )0.2 y. dai` ` f c( a1)1.5 [Eq. D=24] Ie=5.00 in s.. Vb)(= 6163.86 Ib i Vcbx = 6163.86 Ib [Eq. D-21 Vcby = 2 * Vcbx [Sec. D.6.2.1(CA x Vcby = 12327.72 Ib 0.75 u,5eis = 0.75 - >Vcby = 6934.35 Ib (for a single anchor) Check anchors at cy2 edge 1 / Vcby = ' Vcy4/' vcoyy)ed,VTc,VTh,V. Vby .[Eq. D-21 Cal = 12.00 in (adjusted -for edges per D.6.2.4) • A„cy = 216.00 int 'vcoy = 648.00 int [Eq. D-26] `1'ed,V = 1.0000 [Sec. -D.6.2.1(c)] k41V = 1.0000 [Sec. D.6.2,7)G., Th.V = (1 5cai / ha) 1 0000 [Sec. D.6.2.8-] Vby = 7(le/ da.)0.2.VI -dan "VI C( 'C,1)1.5 [Eq. D-24] le = 5.00 in Vby = 17434.04 Ib i Vcby = 5811.35 Ib [Eq. D-2 ] Vcbx .= 2 ".Vcby [Sec. D..6.2,11(c)]' Vcbx = 11622.69 Ib = 0.75 s Oseis = 0.75 Vcbx = 6537.761b (fora single anchor) 10) Concrete Pryout Strength of Anchor inShear "[Sec. D.6.3] Paque 7 of 8 UbOLIt.-blank5 /20/2U11 Pare 8 cif 8 Vcp = min[1ccpNa,kcpNcb] f lEq. D -30a] kcp = 2 [Sec. D.6.3.2] Na = 10080.90 Ib (from Section (6) of calculations) Ncb ='8816.43 Ib (from Section (5) of calculations) I Vcp = 17632.86 Ib 2 = 0.75 [D.4.5] seis = 0.75 q Vcp = 9918:48 Ib (for a single anchor) 11) Check Demand/Capacity Ratios [Sec._D.7] Note: Ratios have been divided by 0.5 factor for brittle failure. Tension - Steel -. 0.2336 9 - Breakout : 0.9881 F - Adhesive : 0.8641 Sideface -Blowout: N/A ' Shear 9 "r - Steel : 0.0000 - Breakout (case 1) : 0.00010 - Breakout (case 2) :,N/A • - Breakout (case 3) : 0.0000 - - Pryout - 0.0000 V.Max(0) <= 0.2 and T.Mal(0.99) <=.1.0 [Sec D.7.1] Interaction check: PASS Use 5/8" diameter A307 GR. C SET-XP'anchor(s) with TO im, embedment F about:blank 5120/2011 i I Cracked • Normal weight ly,s .Job Name 1 0 Calculatior -0 Anchor Thickness(in) Suppl.Edge.Reinforcement B tension and shear r.nrnor No 5/8" SF_T-XI Inspection Concrete r Anchor Calculations Anchor Selector (Version 4.5.1.0) mn.4ix•D For Cracked Concrete Per ACI 318-08 Concrete I Cracked I F,(psi) ' 41c.V Normal weight ly,s 2500.0 1.00 1 0 10 J+ -0 Condition Thickness(in) Suppl.Edge.Reinforcement B tension and shear 18 t No Hole Condition Inspection Temp. Range Dry Concrete Continuous 1 Factored Loads Nua (Ib) Vuax (lb)' Vuay Ib) Mux (lb'ft) MuY (lb -ft) 2450 1 0 10 J+ -0 10 jn) ey (in) Mod/high seismic Anchor w/ sustained tension> lNo Anchor only resists wind/seis loads Apply entire shear @ front row INO 0 1 Yes ) 1: • Yes Vaoe I of Date/Time : 5/20/2011 11:48:32 AM Individual Anchor Tension Loads N ..rr (lb) •2450.00 e.Nx(in)e'Ny(in) i . 0.00 0.00 Individual Anchor Shear Loads 0.00 e'vx(in) e'vy(in) 10.00 jo.00 Tension Strengths + Steel (v = 0.80 ) Nsa(Ib) rbNsa(lb) Nua(Ib) Njua /rbNSa r 13110 110488.00 2450.000?2336 Concrete Breakout (rV = 0.75 . rt'seis = 0.750 (Ib)cbNcb(lb) Nua(lb) . Nue /cbNcb 8816.43 14959.24 2450.00 0?4940 , Adhesive (d? = 0.75. rbseis = 0.75) N , Na(lb) mNa(ID) Nua(Ib) Nua hbNa 9, . 10080.90 5670.51 2450.00 0.4321 } abouvblank, , 5/20/201 1 A Page 2of2 • Side -Face Blowout does no; apply ' Shear Strengths • Steel (ti, = 0.75 . "v.seis = 0.71 ) V•y400) chVeq(Ib) Vua(Ib) 3 V ua ADVeq 5584.15 4188.11 0.00 { 0.0000 Concrete Breakout (case 1) (4, = 0.75. c seis = 0.75 ) Vcbx(Ib) cDVcbx(Ib) Vuax(Ib) Vuax /cDVcb1 6163.86 3467.17 10.00 10.0000 Vcby(lb) 4>VcbY(Ib) Vuay(lb) Vuay /cbVcby I Vuacb f 4649.08 2615..11 0.00 0.0000 • [10.0000 Concrete Breakout (case 2) does not appJjly to single anchor layout Concrete Breakout (case 3) (m = 0.75 . n Sei = 0.75 ) cxt edge - Vrny(lb) (PVcby(Ib) Vuay(lb) Vuay /NVctiy 12327.72 6934.35 0.00 0.0000 edge • Vcbx(lb) (I)Vwx(lb) Vuax(Ib) Vuax /clN41 11622.69 6537.76 10.00 10.0000 1 ' cx2 edge {, Vuay(lb) Vuay /(DVeb, Vcpy(lb) q Vcb00.00 12327.72 6934. 0.0000 {1 edge •cyz Vcbx(Ib) q)Vcbx(lb)Vuax(Ib) Vu/cDV (x: Vua /NVcb ['ax 11622.69 6537.76 0.00 0.0000 0.0000 " Pryout ((D = 0.75. `.1'se s =0.75) Vc,(Ib) (oVcp(Ib) Vuax(Ib •Vuax/4'Vcp 17632.86 19918.48 16 '10.0000 V.P(lb) 4)Vcp(lb) Vuay(Ib . Vuay/<DVcV Vua/cl'VC 17632.86 19918.48 -:10 $: 0.0000 10.0000 Note, Ratios have been divided by 0.5 factor for brittle failure, interaction check . v.Max(0) - 0.2 and T.Max(0.99) - 1.0' [ ec D.7.11 Interaction check: PASS Use 5/8" diameter A307 GR. C SET -XP a chor(s) with 10 in. embedment about.blank "'/20/201 1- . • Job Name: Calculation Summary - A nnh Pagel of 2 Anchor Calculations Anchor Selector (Version 4.5.1.0) I Date/Time 5/20/2011 11:48:32 AM '1318 Apoenhix 0 For cracked Concrete per ACI 318-08 I - Anchor I Steel 1# of.A'nchors Embedment Depth (in) Category 5/8" SET -XP I A307 GR. C 11 110 1 Concrete Concrete Cracked fc(psi) Tcv Normal weight Yes 12500.0 1.00 0 0 IYes Condition Thickness (in) Suppl. Edge Reinforcement B tension and shear 18 No Hole Condition Irispection Temp. Range Dry Concrete Continuous 1 rdc ureu modus Nua (lb) Vuax (lb) Vuay (Ib) Mux (lb -ft) MUy (lb -ft) 2450 10 10 i 10 0 ex (in) ey (in) Mod/high seismic tMc ww/ sustained ension } Anchor only resists wind/seis loads Apply entire shear @ front row 0 0 IYes INo I Yes jNo Individual Anchor Tension Loads N uat (lb) • 2450.00 e'Nx(in) e'Ny(in) 0.00 10.00 Individual Anchor Shear Loads q V uat (lb) 0.00 e'vx(in) e'vy(in) 0.00 10.00 y i Tension Strengths a Steel (N = 0.80) Nsa(lb) mNsa(lb) Nua(Ib) N ua /mNse 13110 110488.00 12450.00 10.2336 Concrete Breakout ((1) = 0.75 , mseis = 0.75 ) t. N,(ib) mNb(lb) Nua(Ib) Nua /mNcb 8816.43 14959.24 12450.00 '0.4940 Adhesive (m = 0.75 , %eis = 0.75) I E Na(lb) mNa(lb) Nua(lb) Nua /mNa 10080.90 15670.51 12450.00 110.4321 ) • i _ about: blank Q 5/20/2011 Page 2 of 2 1 ti Side -Face Blowout does not apply , Shear Strengths I • Steel (cD = 0.75 , uv.seis = 0.71) Veq(lb) NVeq(Ib) Vua(Ib) iii V ua /mVeQ 4 5584.15 14188.11 10.00 10.0000 Concrete Breakout (case 1) ((D= 0.75 , seis = 0.75) y Vcbx(lb) NVcbx(lb) Vuax(lb) Vuax / Vcbz 6163.86 3467.17 0.00 0.0000 Vcby(lb) NVcby(lb) Vuay(IVuay /mVcby Vua / DVcb 4649.08 2615.11 10.00 10.0000 110.0000 Concrete Breakout (case 2) does not apply to single anchor layout Concrete Breakout (case 3) (m = 0.75 , mseis = 0.75 ) cx1 edge f1 - Vcby(lb) Ovcby(lb). V ay(lb) Vuay /gVcby 12327.72 6934.35 0.00 10.0000 1 t cyt edge Vcbx(lb) a'Vcbx(lb) Vuax(lb) Vuax /mVcbx 11622.69 6537.76 10.00 10.0000 1 cx, edge VcbY(Ib) cDVcby(Ib) Vuay(Ib) Vuay /OV Y 12327.72 6934.35 10.00 10,0000 • cy2 edge i Vcbx(lb) mVcbx(lb) Vuax(Ib) Vuax /(Dvlx I Vua /(DVcb 11622.69 6537.76 10.00 10.0000 10.0000 Pryout (m = 0.75 , mseis = 0.75) t Vcp(lb) (DVcp(Ib) Vuax(Ib) Vuax /mVcp 17632.86 19918.48 10 1 10,0000 VCP(lb) (DVcp(lb)Vuay(Ib) Vuay /4)Vcp Vu. /,DVcp 17632.86 19918.48 10 10.0000 10.0000 Note: Ratios have been divided by 0.5 factor for brittle failure. Interaction check I V.Max(0) - 0.2 and T.Max(0.99) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 5/8" diameter A307 GR. C SET -XP I nchor(s) with 10 in. embedment i t ' about:blank 5/20/2.011 Anchor Calculations • Anchor Selector (Version 4:7.0.0) Job Name: Radi Residence Calculation Summary - ACI 318 Appendix D For Cracked Concrete per ACI 318-08 Cx2 Anchor Suppl. Edge Reinforcement B tension and shear 118 Anchor ISteel # of Anchors Embedment Depth (in) Cate 1/2" Titen HD I N/A 12 14 1 Concrete (in) (n) (iri) Concrete Clacked Pc(psi) `Ncy Normal weight 1Yes 2500.0 f:00 ConditionThickness Cx2 (in) Suppl. Edge Reinforcement B tension and shear 118 1• No Anchor Layout Dimensions 1 'a: Cx2 cy1 cy2 b.1 bx2 by1 by7 Sx1 pni (in) (in) (in) (in) (in) (in) (n) (iri) 3 10 100 100 1.5 1:5 1.5 1.5 5 Factored Loads I N,ia (lb) Vuax (Ib) Vua11(Ib) & Apply entire shear @front row Mux (lb -ft) Muy (lb -ft) 0 3044 0 1 0 0 e,(in) ey(in) Mod/high seismic & Apply entire shear @front row 0 10 1 Yes lNo Individual Anchor Tension Loads N uat (lb) N ua2 (lb) 0.00 10.00 e,Oin) e.NY(in) 0.00 10.00 Individual Anchor Shear Loads V u81 (Ib) V ua2 fl1b)1522.00 1522. e'vx(in) e'yy(in) 1000 10.00 Tension Strengths Steel ((V = 0.70 ) Nsa(Ib) (DNsa(lb) Nua(lb) N ua ADN. 20130 114091.00 10.00 '10.0000 I Concrete Breakout (m = 0.75 . 4'seis = 0:75 ) Ncbg(lb) ONcbe(lb) Z Nua(lb) € Nua /mNa 5509.18 13098.91 10.00 lb.0000 Pullout (ro = 0.75 , %eis ' 0.75 ) Npn(lb) rDNpn(lb) Nu lb)Nua /mNpn 7195.00 10.00 10.00 NaN 0 about:blank. Page 1 of 2 F, t DateRme : 3/16/2012 1:38:55 PM 3/16/2012 x • • r - J s -. Page Z of -L a y: Side-Face Blowout does not apply, :. Shear Strengths Steel (a) = 0.65) • } '. Veq(lb) 4>Veq(lb) Vua(Ib) V ua /4rVeq r j 4790 13113.50 11522.00 Concrete Breakout (case 1) ((= 0.75 seis = 0.75) ' , k Vcbx(lb) mVcbx(Ib) Vuax(lb) VU.. /mVcbx f r A 4 f 11191.63 6295.29 11522.0010.2418 ill, I' k Vcngy(lb) (DVcb9Y(lb) g Vuay(lb) s Vuay /mV Y s Vua /mV 5516.92 3103.27 0.00 0.0000 i1; 0.2418 • -oncrete Breakout (case 2) ((D = 0.75 , mseis = 0.75 ) r VC bx(Ib) mVcbx(Ib) ' Vuax(Ib)z Vuax /(DVcb ,- t i " 18389.72 10344.22 3044.00 0.2943 jj` I- h ' Vcb (lb) mV (Ib) Z V (Ib) r V 1mV r V '/mV 9y bQY uay uaY k:. cbgg ua c ' 5516.92 13103.27 10.00 10.0000$ , 0.2943 Concrete Breakout (case 3) (m = 0.75 , (D'i = 0.75se) t cx1 edge V, (lb)(DVcby,Y(lb) VuaY(lb) VUeY/mV y i 3677.94 2068.84 10.00 10.0000 1? cyl edge I , V (lb) (DV (Ib) Z V -(lb) E V ?%mV cbgx cbgx Vu uax: J, ebgx r 14711.78 8275.37 3044.00 10.36761, " r. - edge ` i -. •.. f \Icny(lb) oVcby(lb) Vuay(lb) Vuay /mV y- 22383.26 12590.58 0.00. 10.0000 1 cy2 edge ; Y Vcbgx(Ib) OvWgx(lb) F. Vuax(Ib)L Vuaz mVcbgx 1 Vua /4 V 9 s . ., 14711.78 8275.37 13044.00. 0.3678,x' 0.3678 i . •. v I Pryout ((D= 0.75 , msels = 0.75) VcP9(lb) (DVcP9(lb) L" Vuax(10 }. Vuax!@VW9 11018.36 6197.83 3044 .1` • , 0.4911. VcP9(lb) (DVcP9(Ib) I ' Vuay(Ib) P VuaY 44 4 g Vua /mVcp9 ,.. • {r ' 11018.36 16197.83 10 10.0000 ` ' ' 0.4911 Interaction check t Note: Ratios in the equation below havellen divided by 0.5 factor for brittle failure. T.Max(0) <= 0.2 and V.Max(0.98) <= 1.0 [Sec D.7.2] , Interaction check: PASS Use 1/2" diameter Titen HD anchor(s):with 4 in. embedment ]' t 0 1 • abouvblank ` ¢TWT t y^L 3/16/2012 .] , ,,.. f(.} • f , [ , , • -. -fv.. eJ-.. . .r,r. .. rn. A ' .W«. +...,..s .+...•S,r•. ....wsF. ., .w..►bJ•`i.- +ice.. 4..