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RER (06-4004)77599 Avenida Madrugada 06-4004 15708 13130 4 P.O. BOX 1504 VOICE (760) 777-7012 78-495 CALLE TAMPICO L • FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT Application Number: F77599 -00004004 L__ _ Property Address: AVE_NI_DA_MADRUGADAf APN: 773-340-017-17 -14496 - Application description: REMODEL - RESIDENTIAL Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 250000 Fro Applicant: Architect or Engineer U APR 2 7 2007 CIry OF 6 QUINTA FINANCE DEP,r -------------------7------------------------------ LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under. provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License Clas : B C54 License No.: 655861 - - r Date: ` Contractor: OWNER -BUILDER DECLARATION 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).: (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself 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 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ( 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 Date: 3/20/07 Owner: JOHN & LINDA MCDONALD 77599 AVENIDA MADRUGADA LA QUINTA, CA 92253 I Contractor: GALATI ENTERPRISES INC 45150 DESERT FOX DR LA QUINTA, CA 92253 (760)360=8453 Lic. No.: 655861 ----------------------------------------------- WORKER'S COMPENSATION DECLARATION , 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 RREDWOOD FIRE Policy Number W7135574 _ I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that; if I should Ebsubject to the workers' compensation provisions of Section 3700 of the Labor Code, hwith compl ith those provisions. Dat e: ^! 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 La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to buildin n uction, and hereby authorize representatives of this county to enter upon the above-mentioned property 1 pection p02 ras. k Date: . f 2 Signature (Applicant or Agent):` a' LQPEIL,NIIT Application Number . . . . . 06-00004004 ---------------------------------------------------------------------------- Other Fees ... . . . . . . . ENERGY REVIEW FEE .98 STRONG MOTION (SMI) - RES .50 Fee summary ----------------- Charged ---------- Paid Credited =----------------------------- Due Permit Fee Total 149.95 .00. .00 149.95 Plan Check Total 43.49 .00 .00 43.49 Other Fee Total 1.48 .00 .00 1.48 Grand Total 194.92 .00 .00 194.92 Application Number . . . . . 06-00004004. Permit BUILDING PERMIT Additional desc . Permit Fee . . . . 15.00 Plan Check Fee 9.75 Issue Date Valuation . . . . 0 Expiration Date -. 9/16/07 Qty Unit Charge Per Extension ---------------------------------------------------------------------------- BASE FEE 15.00 Permit . . . ELECT - ADD/ALT/REM Additional desc . Permit Fee . . . . 20.95 Plan Check Fee 5.24 Issue Date . . . . Valuation . . . . 0 Expiration Date 9/16/07 Qty Unit Charge Per Extension BASE FEE 15.00 130.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 4.55 70.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 1.40 Permit . . . MECHANICAL Additional desc.. Permit Fee 24.00 Plan Check Fee 6.00 Issue Date Valuation . . . . 0 Expiration Date 9/16/07 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 9.0000 --------------------------------------------------------------=------- EA MECH APPL REP/ALT/ADD 9.00 ------ Permit PLUMBING Additional desc . Permit Fee 90.00 Plan Check Fee 22.50 Issue Date . . . . Valuation . . . . 0 Expiration Date 9/16/07 Qty Unit Charge Per Extension BASE FEE 15.00 12.00 6.0000 EA PLB FIXTURE 72.00 1.00 3.0000. EA PLB WATER INST/ALT/REP 3.00 ---------------------------------------------------------------------------- Special Notes and Comments rem/addition March 20, 2007.2:57:54 PM jjohnson LQPERA11T 77599 Avenida Madrugada 06-4004 g•in IC10 -City of La Quinta Building u Safety Division Permit if P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760)'777-7012 Building Permit Application and Tracki ng Sheet Project Address: r1, I6O 1 k,, lr A .G Owner's Name- -j VY-1 G o✓l ( A. P. Number: Address: Legal Description: City, ST, Zip: Contractor: E 1L p C 5 lJ . Telephone: € Address:S • 1 b l 5-c.e% Project Description: City, ST, Zip: v1 J t ZZS 3 Iii ►M- .lf : 1v I o tom; Telephone: `/ State Lie. # • . City Lia #: . Arch., Engr., Designer: Address: City,. ST, Zip: Telephone: Constructioa Type: Occupancy: . State Lie. #: Project type (circle one): New. Add' Alter Repair Demo Name of Contact Person:( 1 6L '{—t Sq: FL: J . #Stories: #Units: Telephone # of Contact Perso ; p '7' q Q Estimated Value of Project: % oOC7 5 7$-lZl t. APPLICANT: DO NOT WRITE BELOW THIS UNI: # Submittal Req'd. : Roca, TRACIC1lYG PERMIT FEES - Plan Sets p Plan Check submitt t I IO Item Atnoagt Structural talcs. a ' Reviewed, ready r corrections 12 $ Plan Check Deposit Truss talcs Called Contact P 2 Plaa Check Balance Energy .Cales. A . Plans picked up C Construction Flood plain plan Plans resubmitted Mechanical Grading.piau V Review, ready for eorrectie issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed r Plans picked up S.M.i. 11.0.A. Approval Plans resubmitted . Grading IN IiOUSE:- '''Review, ready for corrections/usue Developer Impact Fee.. ; Planning Approval Called Contact Person A.U.P. Pub. Wks. Appr Date of permit issue School Fees I I (o Oo. Ro z,:12- , E o fl T9tAI.PcFm1t Fecs ✓EDI fPR 12 I (o Xo 1 31 Ips CERTIFICATE OF COMPLIANCE 4 ANVIED cyo Desert Sands Unified School District 47950 Dune Palms Road Q 13 RMUDA DUNES O RANCHO MIRAGE 0 Date 4/27/07 La Quinta, CA 92253 INDIAN WELLS PALM DESERT No. 29379 (760) 771-8515 4 LA OUINTA , y %IN0 y O Owner McDonald APN # 773-340-017 Address Jftfisdiction La Quinta city Zip i Tract # Type Residential Addition No. o ni Lot # No. Street S.F. Lot # N Street S.F. Unit 1 77599 Aevnida Madrugada 130 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 5 00 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile ho mes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: 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 130 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 - Glenn Brown Check No. Name on the check Telephone 777.9994 Funding Exempt By Dr. Doris Wilson Superintendent Fee collected /exempted by Sharon MCGilvrey Payment Recd Over/Under Signature NOTICE: Pursuant to Government Code Section 66020(d)(1), this will serve to notify you that the 90 -day approval period in which you may protest the fees o r other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the Distria('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting a I TITLE 24 REPORT I Title 24 Report for: The MacDonald Residence 77599 Avenida Madrugada at Santa Rosa Cove La Quinta, CA 92253 CITY OF LA QUINTA BUILDING & SAFETY DEFT. APPROVED FOR CONSct Designer: DATE bsC 7r che' Design 9 45360 Driftwood Drive Palm Desert, CA 92260 (760) 568-0841 Report Prepared By: CJ McFadden BREEZE AIR CONDITIONING 75-145 ST. CHARLES PLACE PALM DESERT, CA 92211 (760) 346-0855 Job Number: Date: F3/'l The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. t EnergyPro 4.3 by EnergySoft Job Number: User Number: 3665 1 t TABLE OF CONTENTS Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Summary Form WS -5R Residential Kitchen Lighting HVAC System Heating and Cooling Loads Summary Room Load Summary Room Heating Peak Loads Room Cooling Peak Loads Manufacturer's Specifications 1 2 3 7 9 10 11 12 14 17 i EnergyPro 4.3 by EnergySoft Job Number: User Number: 3665 Certificate Of Compliance : Residential (Part 1 of 3). CF -1 R ._The_MacDon.al_d_Reside. nce Act. 3L12/2Q07 Project Title Azm. Tilt Date _7-7-5.99_A_ v_e.n.ida_M.ad.r_ug.ada_at-S.anta_Rosa_Co_v-e-La_Q.u.inta .145 Q Watl_ Project Address 0_-9.0 Wall_ Building Permit # _B RE.EZELAIR_CO_NDI- OMG .Wall_ (760) 346-0855 -90_ gn Documentation Author Wand_ 578_ 0"102 R-13 g -n n Telephone Plan Check/Date i _En_er_g_y_P_r_o _27n gn 15 Wood_ 130- _0_032 _R-3.0 _JR_ -Q_0_ Field Check/Date Compliance Method Climate Zone TDV Standard Proposed Compliance (kBtu/sf-yr Design Design Margin Space Heating 8.73 5.34 3.39 Space Cooling 213.60 156.43 57.18 Fans 28.69 20.97 7.72 Domestic Hot Water 12.94 12.94 0.00 Pumps 0.00 0.00 0.00 Totals 263.96 195.68 68.28 better than Standard: Building Type: FX -j Single Family C Multi Family Building Front Orientation: Fuel Type: Fenestration: ❑ Addition n Existing + Add/Alt (E) 90 deg Natural Gas Area: 565 ft 2 Avg. U: 0.76 Ratio: 28.2% Avg. SHGC: 0.59 25. Total Conditioned Floor Area Existing Floor Area: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Number of Dwelling Units: Number of Stories: BUILDING ZONE INFORMATION # of Thermostat Zone Name Floor Area Volume Units Zone Type Type HVACA1 ? on is on L00_ -Conditioned- -Setback_ OPAQUE SURFACES Insulation Act. Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Roof_ Wood_1 AM n n42 R_22 R -n n .145 Q Watl_ Wood_ 585 0.102 -13_ R -0 _n 0_-9.0 Wall_ Wood_ 45 _0...]92 _R-13_ R-0.0_ x.5_90. .Wall_ W.od- _231. -D-JDZ -13-3 R -nn -90_ gn Wall_ Wand_ 578_ 0"102 R-13 g -n n 180_ g0 Wall_ Wood_ _21.7_ _0..]92 R_13 X0.0_ _27n gn Roof Wood_ 130- _0_032 _R-3.0 _JR_ -Q_0_ -345 0 „2,000 ft2 1,870 ft2 0 ft2 2,000 ft2 9.0 ft 1.00 Vent Hgt. Area 2 -n/a Gains Condition Y / N Status JA IV Reference Location / Comments Existing- 01-A15 ZONE #1 Existing_ _00_A3 ZONE #1 Existing- _09_A3 ZONE #1 Existing_ 09-A3 ZONE#1 Existing- _0.9_A3 ZONE #1 Existing 9;3-A3 ZONE #1 New 01-A17 70NF #1 _ Run Initiation Time: 03112/07 17:02:19 Run Code: 1173740539 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:3 of 17 Certificate Of Compliance : Residential (Part 2 of 3) CF -1 R The MacDonald Residence Project Title Date 3/12/2007 FENESTRATION SURFACES # Type Area U -Factor' SHGCZ True Cond. Azm. Tilt Stat. Glazing Type Location/ Comments _L Window Pight_(N.)__48-3_ 0.7_0116A_0.6D -JJ-6_B _0_ 9D -view D.efautt-Db.LMU-Tint (Fxd) (14) -Z-ON 1 2 Window Right (N)_ 7.6 0.790 116-A 0_59 116-B 0 90 New Default Dbl Mtl Tint (hzsldr) 2 ZONE #1 3 Window Right (N) 16.7 1.250 116-A 0_80 116-B 0 90 RemovedDefault Swnq Mtl (SwngGlsOr) ZONE #1 4 Window Right U 64.0 1.250 116-A 0_80 116-B 0 90 RemovedDefault Single Mtl (SGD) ZONE #1 5 Window Right (N) 7.6 1.280 116-A 0_80 116-B 0 90 RemovecDefault Single Mtl (O erable (?)__ ZONE #1 6 Window Right(NL 48.3 1.190 116-A 0_83 116-B 0 90 Removec0efault Single Mtl (Fxd 1( 4) ZONE #1 7 Wjndow Rihg t (N -E) 26.7 0.770 116-A 0.59 116-B 45 9Q New Default Dbl Mtl Tint (SG -(3)_ ZONE #1 8 Window Right (NE) 26.7 1.190 116-A 0.83 116-B 45 90 RemovedDefault Single Mtl (Fxd) ZONE #1 9 1Q Window Right (NE) 26.7 Window Front (_E)_ 12-8 1.259 116-A 0.80 116-B 45 07799116-L259 116_B 90 90 RerrlQveefault Single Mtl (,SGD)-(33) 9Q New Default Dbl Mtl Tint (hzsldr) 4 ZONE #1 ZONE #1 11 Window Front (E)_ 35.6 0.770 116-A 0_59 116-B 90 90 New Default Dbl Mtl Tint (Swng) 5 ZONE #1 12 Window Front (E) 96.0 0.770 116-A 0_59 116-B 90 90 New Default Dbl Mtl Tint (SGD) (1) ZONE #1 13. 14 Window Eront_(E.)_ --A8._Q Window Front (E) 48.0 -1,25D11B-A_0.$D 116-B -9.0 1.250 116-A 0_80 116-B 90 9D-Remoyeffle t Single-MILa= 90 RemovedDefault Single Mtl (SGD) ZONE #1 ZONE #1 15 Window Front (E) 96.0 1.250 116-A 0_80 116-B 90 90 RemovecE)efault Single Mtl (SGD) (1) ZONE #1 16 Window Front (E) 35.6 1.250 116-A 0_80 116-B 90 90 RemovedDefault Swnq Mtl (SwngGlsDr) (5) ZONE #1 17 Window Front (E) 12.8 1.280 116-A 0_80 11fi-R 90 90 RemovedDefault Single Mtl (Operable) (4) ZONE #1 18 Window Left (S) 9.9 0.790 116-A 0_59 116-B 180 90 New Default Dbl Mtl Tint (hzsldr) 9 ZONE -#1 12 Window Left (B)_ 23.1 0.790 116-A 0.59 116-B 180 90 New Default Dbl Mtl Tint (hzsldr)10 ZQNE #1 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 11613. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Right Fin Hgt. Dist. Len. Hgt. 3 4 5 6 8 9 10 11 12 13 14 15 16 17 18 19 Bug Screen Bug Screen Bug Screen Bug Screen Bu Screen Bug Screen Bug Screen 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 10.0 4 8 0.0 0.0 0.0 0.0 5.8 4.1 2.0 0.1 2.0 2.0 THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Condition Location/ Type (so (in.) Cap. Cond. R -Val. JA IV Reference Status Comments PERIMETER LOSSES Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 230 None No Insulation 26-A1 Existing_ ZONE #1 Run Initiation Time: 03/12/07 17:02:19 Run Code: 1173740539 ! _-EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:4 of 17 Certificate Of Compliance : Residential (Part 2 of 3) CF -1 R The MacDonald Residence 3/12/2007 Project Title Date FENESTRATION SURFACES # Type Area U -Factor' True Cond. Location/ SHGCZ Azm. Tilt Stat. Glazing Type Comments 20. Window_1eft_(S_)_ _23 1 _0..7_q0 _161+. 5.9 116-B _18.0_ _99- Neer_Default-aW- 1tLTDnt-(hzsldr)] 1_ -ZONE #1 21 Window Left (S) 48.3 0.710 116-A 0_60 116-B 180 90 New Default Dbl Mtl Tint (Fxd) (12) ZONE #1 22 Window Left (S) 48.3 1.190 116-A 0_83 116-B 180 90 RemovedDefault Single Mtl (Fxd) (12) ZONE #1 23 Window Left (S)_ 23.1 1.280 116-A 0_80 116-6 180 90 RemovecDefault Single Mtl (Operable) (11) ZONE #1 24 Window Left (S)_ 23.1 1.280 116-A 0_80 116-B 180 90 RemovedDefault Single Mtl (Operable) (10)_ ZONE #1 25 Window Left (S) 9.9 1.280 116-A 0_80 116-B 180 90 RemovedDefault Single Mtl (Operable) (9L ZONE #1 26 27 Window Window Re3r(W)- Rear (W)_ 67.4 0.770 116-A QM 16.0 0.790 116-A 0.59 116-B 270 116-B 270 90 New Default Dbl Mtl Tint (SGD) 16 ZONE #1 90 New Default Dbl Mtl Tint (hzsldr)15 ZONE #1 26 Window Rear (W)- 150.0 0.77 11 6=A 0-5-9 116_B 270 9 _ New Default Dbl Mtl Tint (-Ga) 13 ZONE #1 29 Window Rear (W)- 40.0 1.25 116-A 0_80 116-B 270 90 RemovedDefault Swng Mtl (,SwngGlsDr)_ ZONE #1 30 Window Rear (W)- 40.0 1.250 116-A 0_80 116-B 270 90 RemovedDefault Swng Mtl (SwngGlsDr)_ ZONE #1 31 Window Rear (W) 48.0 1.250 116-A 0_80 116-B 270 90 RemovedDefault Single Mtl (SGD) ZONE #1 32 (yjt>do f ear (W _1500 --J..250116--A 0M 116-B 270 _99 RemoverDefault-Single-WL(SGD) f13) ZQNE-#J 33 Window Rear (W)- 16.0 1.280 116-A 0_80 116-B 270 90 RemovedDefault Single Mtl (Operable) (15) ZONE #1 34 Window Rear (W) 67.4 1.250 116-A 0_80 116-B 270 90 RemovedDefault Single Mtl (SGD) (16) ZONE #1 2.0 2.0 27 Bug Screen 0.76 5.8 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 11613. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LEA REA Dist. Len. Hgt. Dist. Len. Hgt. 20 Bug Screen 0.76 5.8 4.1 2.0 0.1 2.0 2.0 21 Bug Screen 0.76 10.0 4.8 2.0 0.1 2.0 2.0 22 Bug Screen 0.76 10.0 4.8 0.0 0.0 0.0 0.0 23 Bug Screen 0.76 5.8 4.1 0.0 0.0 0.0 0.0 24 B Screen 0.76 5.8 4.1 0.0 0.0 0.0 0.0 25 Bug Screen 0.76 26 Bug Screen 0.76 8.0 8.5 2.0 0.1 2.0 2.0 27 Bug Screen 0.76 5.8 2.8 2.0 0.1 2.0 2.0 28 Bug Screen 0.76 10.0 15.0 10.0 0.1 10.0 10.0 29 Bug Screen 0.76 30 Bug Screen 0.76 31 Bug Screen 0.76 10.0 15.0 0.0 0.0 0.0 0.0 32 Bug Screen 0.76 10.0 15.0 0.0 0.0 0.0 0.0 33 Bug Screen 0.76 5.8 2.8 0.0 0.0 0.0 0.0 34' Bug Screen 0.76 8.0 8.5 0.0 0.0 0.0 0.0 THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R -Val. JA IV Reference Status Comments PERIMETER LOSSES Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Run Initiation Time: 03112/07 17:02:19 Run Code: 1173740539 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:5 of 17 Certificate Of Compliance : Residential (Part 3 of 3) CF -1 R e MacDonald Residence Project Title 3/12/2007 Date HVAC SYSTEMS System Name Length Diameter Thick. Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type HVAC -#1 Central Furnace 78% AFUE Split Air Conditioner 9.7 SEER Existing Setback Loss (%) Ext. Standard Gas 50 gal. Small Gas No Pipe Insulation 1 40,000 50 Existing 0.53 n/a n/a HVAC DISTRIBUTION Duct Duct Condition Ducts Location Heating Cooling Location R -Value Status Tested? HVAC -#1 Ducted Ducted Attic 4.2 Existing No Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. WATER HEATING SYSTEMS Rated Tank Energy ._.. Tank Insul. Water Heater # in Input Cap. Condition Factor Standby R -Value System Name Type Distribution Syst. (Btu/hr) (gal) Status or RE Loss (%) Ext. Standard Gas 50 gal. Small Gas No Pipe Insulation 1 40,000 50 Existing 0.53 n/a n/a Multi -Family Central Water Heating Details Hot Water Pump Hot Water Piping Length Add 1/2" Control # HP TvDe In Plenum Outside Buried Insulation REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Title/Firm: Troche' Design Address: 45360 Driftwood Drive Palm DesertC 2260 Teleph ne: 5760 08 ic. #: 0 (srg It ure) (date) Enforcement Agency Name: Title/Firm: Address: Telephone: Documentation Author Name: CJ McFadden Title/Firm: BREEZE AIR CONDITIONING Address: 75-145 ST. CHARLES PLACE PALM DESERT, CA 92211 Telephone: 1760)_3_46-0855 [da(signature) t ) (signature) (date) I - Run Initiation Timeb 03/12107 17:02a19 Run Codeo 1173740539 Energy Pro 4.3 by EnergySoft User Number: 3665 Job Number: Page:6 of 17 Mandatory Measures Summary: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. 11fEXI I Check or initial applicable boxes or check NA if not applicable and included with the b. outside air intake with damper and control, flue damper and control ENFORCE - I DESCRIPTION permit application documentation. N/A DESIGNER MENT Building Envelope Measures Q ❑ (*§ 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. ❑ 0 ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value: ❑ ❑ ❑ § 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not ❑ ❑ ❑ apply to exterior mass walls). i ❑ ❑ § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ ❑ ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: ❑ ❑X ❑ a. closable metal or glass door covering the entire opening of the firebox 11fEXI ❑ b. outside air intake with damper and control, flue damper and control 11 1 ❑X ❑ 2. No continuous burning gas pilot lights allowed. ❑ Q ❑ § 150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. ❑ ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑ ❑ ❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor ❑ ❑ ❑ permeance rate no greater than 2.0 perm/inch. § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include ❑ ❑ ❑ CF -6R Form: ❑ ❑X ❑ § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ Q ❑ 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain ❑ Q ❑ Coefficient (SHGC), and infiltration certification. ❑ i ❑ 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed.. ❑ Q ❑ Space Conditioning, Water Heating and Plumbing System Measures j § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑ ❑X ❑ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or RCCA. ❑ ❑ ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ ❑X ❑ § 150Q): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor.less than 0.58 must be externally wrapped with insulation ❑ 9 ❑ having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external ❑ ❑x ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: i1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire ❑ ❑X ❑ length of recirculating sections of hot water pipes shall be insulated to Table 150B. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and ❑ ❑ ❑ indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. ❑ i ❑ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, ❑ L^ and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed ❑ j ❑ entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. I I f J ❑ EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:7 of 17 i Mandatory Measures Summary: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE - applicable. N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, ❑ Q ❑ 605, and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minumum installed level of R4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑ ❑x ❑ sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and a. At least 36" of pipe between filter and heater for future solar heating. ❑ ❑ ❑ support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause ❑ ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ ❑ ❑ reductions in the cross-sectional area of the ducts. ❑ ® ❑ burning pilot light. '(Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive ❑ © ❑ duct tapes unless such tape is used in combination with mastic and draw bands. ❑ ® ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Wafts or greater are 4. Exhaust fan systems have back draft or automatic dampers. ❑ ® ❑ 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating ❑ © ❑ dampers. provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment ❑ ® ❑ maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water ❑ ❑X ❑ controlled by an occupant sensor that complies with Section fl 9(d) that does not tum on automatically or have an retardant and provides shielding from solar radiation that can cause degradation of the material. ❑ ❑X ❑ certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. 7. Flexible ducts cannot have porous inner cores. ❑ ❑ ❑ § 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36" of pipe between filter and heater for future solar heating. ❑ ❑ ❑ b. Cover for outdoor pools or outdoor spas. ❑ ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ ❑ ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ ® ❑ burning pilot light. '(Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) § 118 (i): Cool Roof material meets specified criteria ❑ ❑ ❑ Lighting Measures § 150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ ® ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Wafts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, ❑ ❑X ❑ luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ ❑x ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ Q ❑ OR are controlled by an occupant sensor(s) certfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are ❑ ❑X ❑ controlled by an occupant sensor that complies with Section fl 9(d) that does not tum on automatically or have an always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ ❑X ❑ certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the ❑ ❑X ❑ same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. ❑ ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more ❑ ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:8 of 17 Residential Kitchen Lighting Worksheet WS -5R The MacDonald Residence 3/12/2007 Project Title Date At least 50% of the total rated wattage of permanently installed luminaires in kitchens must be in luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens. High Efficacy Luminaire Type High Efficacy? Watts Quantity Watts Other Watts (2) 13w Compact Fluorescent Triple 4 Pin Yes X No 36.0 x 10 = 360 or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes I No x = or Yes No x = or Yes No x = or Yes I No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or -Yes-1 No x = or Yes No x = or Total A: 360 B: 0 COMPLIES IF A >_ B YES ® NO ❑ EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:9 of 17 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY . PROJECT NAME DATE I The MacDonald Residence 3/12/2007 SYSTEM NAME FLOOR AREA . HVAC -#1 2,000 (ENGINEERING CHECKS ((SYSTEM LOAD I iNumber of Systems 1 Heating System Output per System 86,000 Total Output (Btuh) 86,000 Output (Btuh/sgft) 43.0 Cooling System Output per System 1 58,000 Total Output (Btuh) 58,000 Total Output (Tons) 4.8 Total Output (Btuh/sgft) 29.0 Total Output (sgft/Ton) 413.8 Air System CFM per System I 2,000 Airflow (cfm) 2,000 Airflow (cfm/sqft) 1.00 Airflow (cfm/Ton) 413.8 Outside Air (%) 7.5 Outside Air (cfm/sqft) 0.08 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM ISensiblel Latent CFM I Sensible 4,139! 51,692 5,393 1,807) 55,961 0 10,390 8,016 0 0 150 5,443 2,655 150 8,019 0 0 10, 390 8,016 77,915 8,049 (HVAC EQUIPMENT SELECTION Existing 5 Ton Unit 51,198 0 Total Adjusted System Output 51,198 0 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Note: values above given at ARI conditions JEATING SYSTEM PSYCHROMETRICS (Airstream Ter 26.0 OF 72.5 OF ® 112.90F Outside Air 150 cfm 76.2 of PSYCHROMETRICS 11.0 / 77.6 of Outside Air 150 cfm 76.9/63.00F Heating Coil Supply Fan 2000 cfm 80,013 86,000 86,000 Jan 12 am 112.9 of Supply Air Ducts 109.10F ROOMS 80.0 of h Return Air Ducts 4 79.4 / 64.3 of ■ 55.4 / 54.2 of Cooling Coil Supply Fa 2000 cfm 55.4 / 54.2 of Supply Air Ducts Fan 60.3 / 56.1 of 54.8% R.H. ROOMS . 72.0 / 61.3 of "' Return Air Ducts I EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 10 of 17 ROOM LOAD SUMMARY PROJECT NAME The MacDonald Residence DATE 3/12/2007 SYSTEM NAME HVAC -#1 FLOOR AREA 2,000 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM I SENSIBLE LATENTr259 SENSIBLE LATENT CFM SENSIBLE ZONE #1 Residence (Existing) 1 3,880 48,454 4,347 48,454 4,347 1,778 55,083 Residence (Addition) 1 259 3,237 1,047 3,237 1,047 28 879 PAGE TOTAL 1 4,139 51,692 5,393 1,807 55,961 TOTAL 1 4,139 51,692 5,393 1,807 55,961 EnergyPro By EnergySoft User Number: User Job Number. Page: 11 of 17 ROOM HEATING PEAK LOADS Project Title Date The MacDonald Residence 13/12/2007 I lRoom Information Design Conditions I Room Name Residence (Existing) Time of Peak Jan 12 am Floor Area 1,870 Outdoor Dry Bulb Temperature 260F Indoor Dry Bulb Temperature 80°F Conduction Area . U -Value Z T OF Btu/hr IR -22 Roof 1,870.0 X 0.0420 X 54 4.2411 R-13 Wall 585.1 x 0.1020 X 54 = 3.2231 .Def..autLDbl-W-int_(F-xd.)_(JA) 48.3 x 0.7100 x 54 = 1,852 Default Dbl Mtl Tint hzsldr 2 7.6 X 0.7900 x 54 = 324 R_1.3 -Wall 45.3 x 0.1020 x 54 = 250 Default Dbl Mtl Tint (SGD) 3 26.7 x 0.7700 x 54 = 1,110 R-13 Wall 230.6 x 0.1020 x 54 = 1,270 Default Dbl Mtl Tint hzsldr 4 12.8 X 0.7900 x 54 = 546 ,D.efaultDbtMtl Tent (.I;wn 35.6 X 0,7700 X 54 = 1,480 Default Dbl Mtl Tint (SGQ 1 96.0 x 0.7700 x 54 = 3,992 R=1.3 -Nall 577.6 x 0.1020 X 5418a Default Dbl Mtl Tint hzsldr 9 9.9 x 0.7900 x 54 = 422 Default Dbl Mtl Tint hzsldr 10 23.1 x 0.7900 x 54 = 985 Default Dbl Mtl Tint hzsldr 11 23.1 x 0.7900 x 54= 985 DefaulLD.bLMtl Tint (Fxd)-(12.) 48.3 x 0.7100 x 1,852 R=13 -Wall 216.6 x 0.1020 x 54 = 1.193 DefaulLDbLJvltl-Tjat-(SGQ)16 X 0 =- X 5.4 2,$D2 Default Dbl Mtl Tint (hz Idr)l5 16.0 x 0.7900 x 54= 683 Default Dbl Mtl Tint SGD 13 150.0 X 0.7700 X 54 = 15_237 S1ab=Qn_Grad_perimeter = 229.5 X 0.7300 x 54 = 9,0471 x x = X X = X X = x x = X x X X X X = X X X X (- X x = X X = x X X X X x = I X X x X = x X X X I X 1 X Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: I 45,676 Infiltration:I 1 0o x 1 1.0641 x 1 870 x 9.00 x 0.584 / 60) x I = 9 407 'Schedule Air Sensible Area Ceiling Height ACH - InT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 55,083 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 12 of 17 ROOM HEATING PEAK LOADS 'Project Title Date The MacDonald Residence 13/12/2007 Room Information Design Conditions Room Name Residence (Addition) Time of Peak Jan 12 am Floor Area 1301 Outdoor Dry Bulb Temperature 260F Indoor Dry Bulb Temperature 80 OF Conduction Area U -Value Z T of Btu/hr 130.0 x 0.03201 x 541 I x I x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x I x = x x = x x = x x = x x = x x = x x = x x = x x = x x = x x = i x x = x x = x x x x x i x = x x = Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: i 225 Infiltration: r 1.00 x i 1.064 x O x 9.00 x 0.584 160] x 54 = 6541 Schedule Air Sensible Area Ceiling Height ACH &T Fraction I TOTAL HOURLY HEAT LOSS FOR ROOM 879 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 13 of 17 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date The MacDonald Residence 3/12/2007. Room Information Design Conditions Room Name: Residence (Existing) I Outdoor Dry Bulb Temperature: 1120F Floor Area: 1,870 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 72 of Outdoor Daily Range: 340F Opaque Surfaces Orientation Area X X x X X x X X X X U -Factor x x X X X x x X X X X CLTD 1 N 1,870.01 0.0420 56.0 N 585.1 0.1020 23.0 (NE) 45.3 0.1020 29.0 E 230.61 0.1020 33.0 S 577.6 0.1020 26.0 W 216.6 0.1020 33.0 0.0 37.7 12.8 72.7 931 E 0.0 37.3 35.6 72.3 2,575 E 0.0 37.3 96.0 72.3 6,943 S 0.0 37.7 9.9 37.8 375 S Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration FxdWdw 14 New HzntlSldr 2 New SIdgGIsDr 3 (New) HzntlSldr 4 New iSwn.qGlsDr (5) (New) !SIdgGIsDr 1 New HzntlSldr 9 New HzntlSldr 10 New HzntlSldr 11 New IFxdWdw 12 New Page Total Btu/hr 4,398 - 1,373 - 134 - 776 1,532 729 t Orientation Shaded Area X X X x X X X X X X x GLF + + + + + + + + + + + Unshaded Area x x X X X X X X X X x GLF = = = = = = = = = = Btu/hr N 0.0 36.5 48.3 36.5 1.761 N 0.0 37.7 7.6 37.7 286 NE 0.01 37.3 26.7 56.3 1,502 E 0.0 37.7 12.8 72.7 931 E 0.0 37.3 35.6 72.3 2,575 E 0.0 37.3 96.0 72.3 6,943 S 0.0 37.7 9.9 37.8 375 S 23.1 37.7 0.0 37.8 871 S 23.1 37.7 0.0 37.8 871 S 40.9 36.5 7.4 36.6 1 762 Page Total 1 17,8771 Internal Gain Btu/hr Occupants 4x Occupants x 230 Btuh/oCc. = 29 !Equipment 1 X Dwelling Units X 1,6001 Watts/sqft = 1,600 Infiltration: I 1.064 x 1.24 x 131.95 x 40 = 6 968 Air Sensible CFM ELA .OT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 48454 Latent Gain Btulhr Occupants ! I 41 x Occupants x 200 Btuh/oCc.= 08 0I Infiltration: 4,771 X 1.241 x131.95 X 3,5471 Air Latent CFM ELA QW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 4,347 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 14 of 17 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date The MacDonald Residence 13/12/2007 Room Information Design Conditions jRoom Name: Residence (Existing) Outdoor Dry Bulb Temperature: 112°F Floor Area: 1,870 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 72 of I Outdoor Daily Range: 340F Opaque Surfaces Orientation Area U -Factor CLTD 1 Btu/hr x x x x xx x -- - _ x J I xl x x x x x x x x x x x Ix x x x x x x x x x x x + + + + + + + + Unshaded Area x x x x x x x x Page GLF — = = = = = = = W 12.6x 37.3+ 54.8x 72.3= W 4.1x 37.7+ 11.9x 72.7= W 118.5X 37.3+ 31.5x 72.3= Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Hzn Nage I otal Orientation Shaded Area x x x x Ix x x x GLF + + + + + + + + Unshaded Area x x x x x x x x Page GLF — = = = = = = = W 12.6x 37.3+ 54.8x 72.3= W 4.1x 37.7+ 11.9x 72.7= W 118.5X 37.3+ 31.5x 72.3= Total Internal Gain jOccupants 4 x Occupants x 230 Btuh/occ. = Equipment 1 x Dwelling Units x 1,6001 Watts/sqft = Btu/hr 4,432 1,019 6, 697 12 148 Btu/hr 920 1.6001 Infiltration: 1.064 x 1.24 x 131.95 x 40 = 6 968 Air Sensible CFM ELA Z -\T TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 48,454 Latent Gain Occupants i 41 x Occupants x 2001 Btuh/occ. _ Btu/hr 8001 Infiltration: 4,7711 x j 1.24, x 1 131.95 x j 0.004541 = 3,547 Air Latent CFM ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 4,347 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 15 of 17 RESIDENTIAL ROOM COOLING LOAD SUMMARY (Project Title Date ;The MacDonald Residence 13/12/2007 Room Information Design Conditions Room Name: Residence (Addition) Outdoor Dry Bulb Temperature: 1120F Floor Area: 130 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 72 of Outdoor Daily Range: 340F opaque burraces R-30 Roof Orientation Area U -Factor 130.01 x 0.0320 x Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration CLTD 1 56.0 Btu/hr Page Total 233 Shaded Unshaded Orientation Area GLF Area GLF Btu/hr x + x = x + x = X + x = x + x = x + x — x + x = x + x = x + x = x + x = x + x = x + x _ Page Total F Internal Gain Btu/hr !Occupants 4 x Occupants x 230 Btuh/occ. = 920 lE ui menY 1 x Dwelling Units x F 1,6001 Wafts/sqft = 1 600 Infiltration: 1.064 x 1.24 x 9.17 x = 484 Air Sensible CFM ELA /n'T TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 3237 Latent Gain Btu/hr Occupants I x 0x Occupants x 200 Btuh/occ. = 800 Infiltration: 4,771 x I 1.24 x j 9.17 x 1 0.0045411 = 247 Air Latent CFM ELA n w TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,047 -- EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 16 of 17 X x X x X x x x x x x X x x x x x X x x x X Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration CLTD 1 56.0 Btu/hr Page Total 233 Shaded Unshaded Orientation Area GLF Area GLF Btu/hr x + x = x + x = X + x = x + x = x + x — x + x = x + x = x + x = x + x = x + x = x + x _ Page Total F Internal Gain Btu/hr !Occupants 4 x Occupants x 230 Btuh/occ. = 920 lE ui menY 1 x Dwelling Units x F 1,6001 Wafts/sqft = 1 600 Infiltration: 1.064 x 1.24 x 9.17 x = 484 Air Sensible CFM ELA /n'T TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 3237 Latent Gain Btu/hr Occupants I x 0x Occupants x 200 Btuh/occ. = 800 Infiltration: 4,771 x I 1.24 x j 9.17 x 1 0.0045411 = 247 Air Latent CFM ELA n w TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,047 -- EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 16 of 17 I TITLE 24 REPORT I Title 24 Report for: The MacDonald Residence Guest Casita 77599 Avenida Madrugada at Santa Rosa Cove La Quinta, CA 92253 Project Designer: Troche' Design 45360 Driftwood Drive Palm Desert, CA 92260 (760) 568-0841 Report Prepared By: CJ McFadden BREEZE AIR CONDITIONING 75-145 ST. CHARLES PLACE PALM DESERT, CA 92211 (760) 346-0855 Job Number: Date: 3/12/2007 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.3 by EnergySoft Job Number: User Number: 3665 I TABLE OF CONTENTS I Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Summary HVAC System Heating and Cooling Loads Summary Room Load Summary Room Heating Peak Loads Room Cooling Peak Loads Manufacturer's Specifications 1 2 3 7 9 10 11 12 13 EnergyPro 4.3 by EnergySoft Job Number: User Number: 3665 Certificate Of Compliance : Residential (Part 1 of 4) CF -1 R -Th .e_M.acDaaald_R.e_s.idencE Cuast_Cas.ita [XJ Single Family ❑ Addition 3112/_20-0-7 Project Title ft2 -09A3 ZONE #1 Date _7_7_5-99 P_Av_e.n.ida Madw.gada_at_S.anta.Ras.a Gome—La—Quiata Existing Floor Area: 290 Project Address Building Front Orientation: (NE) 45 deg Building Permit # _BREEZE AR-COND1T10NING ft2 760 346-0855 Documentation Author Slab on Grade Area: Telephone plan Check/Date _Et]e gvPro Compliance Method 15 Climate Zone Average Ceiling Height: Field Check/Date ft TDV Standard Proposed Compliance Number of Dwelling Units: (kBtu/sf-yr) Design Design Margin 25.4% Avg. Space Heating 8.95 8.44 0.51 Space Cooling 123.22 122.98 0.24 # of Thermostat Fans 15.59 15.55 0.04 Floor Area Volume Domestic Hot Water 68.34 68.34 0.00 .HVAC=# -1 Pumps 0.00 0.00 0.00 —2 Totals 216.10 215.32 0.79 Percent better than Stand Building Type: [XJ Single Family ❑ Addition Total Conditioned Floor Area: `_ 290 ft2 -09A3 ZONE #1 ❑ Multi Family [X-1 Existing + Add/Alt Existing Floor Area: 290 ft2 Building Front Orientation: (NE) 45 deg Raised Floor Area: 0 ft2 Fuel Type: Natural Gas Slab on Grade Area: 290 ft2 Fenestration: Average Ceiling Height: 9.0 ft Area: 74 ft2 Avg. U: 0.55 Number of Dwelling Units: 1.00 Ratio: 25.4% Avg. SHGC: 0.53 Number of Stories: 1 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area .HVAC=# -1 29 961 1 no Conditinnari —Seth;; -k— —2 —nLa OPAQUE SURFACES Insulation Act. Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Roo>— Wood_ _290 X049 _R_99 R-0 0_ X45 — Wall_ Wood_ ---19B_ - f 102 R- -3_ X0.4_ _0_-90 -Wall_ Wood_ 117 —0102 R-13_ R-0.0 An go _Wall_ Wood— 216_ _0102 R_13 _R-0 0 X80 90 Wall Wood_ 54 —0102 R-13_ R-0 0 _270 go Wall_ Wood— 42 —0.102 _lZ].3 R-0.0 _315 gn Gains Condition Y / N Status JA IV Reference Location / Comments Existing_ -01-A15 ZONE #1 Existing— A9 --A3 ZONE #1 Existing— 09-A3 ZONE #1 Existing_ -09A3 ZONE #1 Existing— -09:A3 7nNE #1 Existing_ .09_A3 ZONE #1 Run Initiation Time: 03/12/07 17:01:45 Run Code: 1173740505 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:3 of 13 Certificate Of Compliance : Residential (Part 2 of 4) CF -1 R The MacDonald Residence Guest Casita 3/12/2007 Project Title Date FENESTRATION SURFACES True Cond. Location/ # Type Area U -Factor' SHGCZ Azm. Tilt Stat. Glazino TVDe Comments 1_ Window_Rigbt_(N)_ 4.5_ _0_a8.0J16_-9._0..53 116_B. 2 Window Right (N) 4.5 0.990 116-A 0_60 116-B 0_ -9D (`levy Default-Hodz_S.Idr-(7-)_(Ne) 0 90 RemovecDefault Horiz Sldr (7) (Removed) J_O.NE#1 ZONE #1 3 Window Left (S)_ 13.2 0.550 116-A 0_55 116-B 180 90 New Default Fixed Wdw L New ZONE #1 4 Window Left (S) 13.2 1.040 116-A 0_63 116-B 180 90 RemovedDefault Fxd Wdw (8) (Removed) ZONE #1 5 Window Rear (W) 22.6 0.580 116-A 0_53 116-B 270 90 New Default Horiz Sldr (6) (New) ZONE #1 6 Window Rear (W) 22.6 0.990 116-A 0_60 116-B 270 90 RemovecOefault Horiz Sldr (6)_(Removed)_ ZONE #1 7 Window Right (NW) 33.4 0.530 116-A 0_53 116-B _ 15 _M New Default Swng Dr ((6) (Newj_ ZONE #1 8 Window Right (NW) 33.4 0.990 116-A 0.60 116-B 315 90 RemovedDefault SwngDr (D Removed)_ ZONE #1 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 1168. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Hgt. Dist. Len. Hgt. 1 B cu Screen 0.76 1.2 3.8 8.0 0.1 8.0 8.0 2 Bug Screen 0.76 1.2 3.8 8.0 0.1 8.0 8.0 3 Bug Screen 0.76 4.8 2.8 2.0 0.1 2.0 2.0 4 Bug Screen 0.76 4.8 2.8 2.0 0.1 2.0 5 Bug Screen 0.76 4.8 4.8 2.0 0.1 2.0 2.0 6 Bug Screen 0.76 4.8 4.8 2. 0. 2.0 20 7 Bug Screen 0.76 6.8 5.0 2.0 0.1 2.0 2.0 8 Bug Screen 0.76 6.8 5.0 2.0 0.1 2.0 2.0 THERMAL MASS FOR HIGH MASS DESIGN Area Thick.Heat Inside Condition Location/ Type (sq (in.) Cap. Cond. R -Val. JA IV Reference Status Comments PERIMETER LOSSES Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 76 None No Insulation 26-A1 Existing ZONE #1 Run Initiation Time: 03/12/07 17:01:45 Run Code: 1173740505 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:4 of 13 Certificate Of Compliance : Residential (Part 3 of 4) CF -1 R The MacDonald Residence Guest Casita 3/12/2007 Project Title Date HVAC SYSTEMS Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type HVAC -#1 Electric 3.40 HSPF Room PTAC without Side 8.0 EER Existing Setback Louvers HVAC DISTRIBUTION Duct Location Heating Cooling Location HVAC -#1 Ductless / with Ductless n/a an Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. Duct Condition Ducts R -Value Status Tested? n/a Existing No WATER HEATING SYSTEMS Rated Tank Energy —.. Tank Insul. Water Heater # in Input Cap. Condition Factor Standby R -Value System Name Type Distribution Syst. (Btu/hr) (gal) Status or RE Loss (%) Ext. Standard Gas 50 gal. Small Gas No Pipe Insulation 1 40,000 50 Existing 0.53 n/a n/a Multi -Family Central Water Heating Details Hot Water Pump Hot Water Piping Length (ft) Add 1/2" Control # HP Type In Plenum Outside Buried Insulation REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Title/Firm: Troche' Design Address: 45360 Driftwood Drive Palm Desert, CA 92260 Telephone: (760) 568-0841 Lic. #: (signature) Enforcement Agency Name: Title/Firm: Address: Telephone: (date) Documentation Author Name: CJ McFadden Title/Firm: BREEZE AIR CONDITIONING Address: 75-145 ST. CHARLES PLACE PALM DESERT, CA 92211 Telephone: _ 760 346-0855 '3 Pate) (signature) ( L (signature) (date) Run Initiation Tmme* 03/12/07 17oOl Run Codem 1173740505 777= _ _ EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 5 of 13 Certificate Of Compliance : Residential (Part 4 of 4) CF -1 R The MacDonald Residence Guest Casita 3/12/2007 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the iaequacy or me speaai Susi ricarion ana aocumenrarion suominea. I Plan Field The Existing Electric Heat "Existing Window Unit" has an HSPF less than the Table R3-11 CEC Default Vintage Values. The Existing Air Conditioner "Existing Window Unit' has an SEER less than the Table R3-11 CEC Default Vintage Values. HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervision of a CEC- - -- EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number. Page:6 of 13 Mandatory Measures Summary: Residential (Page 1 of 2) MF -1R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACOA. ❑ ❑ DESCRIPTION Check or initial applicable boxes or check NA if not applicable and included with the 1 § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ENFORCE - permit application documentation. NIA DESIGNER MENT Building Envelope Measures I i § 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. ❑ L^J ❑ § 150(b): Loose fill insulation manufacturers labeled R -Value: ❑ ❑ ❑ § 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not ❑ N ❑ apply to exterior mass walls). ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ ❑ ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire ❑ J a. closable metal or glass door covering the entire opening of the firebox ❑ 0 ❑ b. outside air intake with damper and control, flue damper and control ❑ T ❑ 2. No continuous burning gas pilot lights allowed. ❑ Q ❑ § 150(0: Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. I ❑ ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑ ❑ ❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor ❑ ❑ ❑ permeance rate no greater than 2.0 perm/inch. and wind. § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include ❑ ❑ ❑ CF -6R Form: § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. entirely in conditioned space. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ ❑X ❑ 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient 1:1 i ox ❑ (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ ❑X ❑ ;Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑ ❑X ❑ i§ 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACOA. ❑ ❑ ❑ 1 § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ ❑X ❑ i § 150(j): Water system pipe and tank insulation and cooling systems line insulation. I 1. Storage gas water heaters rated with an Energy Factor.less than 0.58 must be externally wrapped with insulation ❑ 21 ❑ having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external ❑ L^J ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire ❑ J length of recirculating sections of hot water pipes shall be insulated to Table 150B. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and ❑ EXI indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. ❑ } 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, ❑ and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. ❑ ! 1 I I EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:7 of 13 Mandatory Measures Summary: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE - applicable. N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, ❑ Q ❑ 605, and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minumum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 1818 or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑ ❑X ❑ sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. ❑ ❑ ❑ 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive ❑ © ❑ duct tapes unless such tape is used in combination with mastic and draw bands. ❑ ❑ ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ ® ❑ 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating ❑ '... ® ❑ dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment ❑ ® ❑ maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 7. Flexible ducts cannot have porous inner cores. ❑ ❑ ❑ § 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36" of pipe between filter and heater for future solar heating. ❑ ❑ ❑ b. Cover for outdoor pools or outdoor spas. ❑ ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ ❑ ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ ® ❑ burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) § 118 (i): Cool Roof material meets specified criteria ❑ ❑ ❑ Lighting Measures § 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ ® ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, ❑ Q ❑ luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ ❑X ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ Q ❑ OR are controlled by an occupant sensor(s) certfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are ❑ ❑X ❑ controlled by an occupant sensor that complies with Section fl 9(d) that does not turn on automatically or have an always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ ❑X ❑ certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the ❑ ❑X ❑ same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. ❑ ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more ❑ ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:8 of 13 (HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY . I PROJECT NAME DATE The MacDonald Residence Guest Casita 3/12/2007 SYSTEM NAME FLOOR AREA HVAC -#1 290 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK ICOILHTG.PEAKI CFM Sensible Latent CFM i Sensible I 2,361 9,113 11227 440 10,414 0 0; o 0 0 22 9021 -42 22 1,250 1,727 -1,727 0 0 11,742 1,185 9,937 Existing Window Unit 4,173 4,267 Total Adjusted System Output (Adjusted for Peak Design Conditions) 4,173 4,267 TIME OF SYSTEM PEAK I Aug 2 pm 9,000 9,000,1 Jan 12 am HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heatina Peak) I 26.0 OF 77.10F 98.2 OF Outside Air 22 cfm Heating Coil 80.0 of Supply Fan 400 cfm 102.3 of - 1 Supply Air Ducts 102.3 of ROOMS 80.0 of h Return Air Ducts 4 111.0 / 77.6 of 74.1 / 68.0 of 64.3 / 63.9 of Outside Air Q`>' 22 cfm Cooling Coil Supply Fa 400 cfm 172.0/67.2 of 68.4 / 65.2 of Supply Air Ducts Fan 68.4 / 65.2 of 78.6% R.H. ROOMS 72.0 / 67.2 OF b Return Air Ducts `S i EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page:9 of 13 i ROOM LOAD SUMMARY PROJECT NAME The MacDonald Residence Guest Casita DATE 3/12/2007 SYSTEM NAME HVAC -#1 FLOOR AREA 290 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE ZONE #1 Guest Bedroom 2 1 2,361 9,113 1,227 2,361 9,113 1,227 440 10,414 PAGE TOTAL TOTAL 1 2,361 9,113 1,227 440 10,414 1 2,361 9,113 1,227 440 1 10,414 EnergyPro By EnergySoft User Number: User Job Number: Page: 10 of 13 ROOM HEATING PEAK LOADS (Project Title Date ;The MacDonald Residence Guest Casita 13/12/2007 Room Information Design Conditions Room Name Guest Bedroom 2 Time of Peak Jan 12 am Floor Area 290. Outdoor Dry Bulb Temperature 26OF Indoor Dry Bulb Temperature 80 OF Conduction Area x X X X X X x x x x x X X X X x x X X x X X X xx X X X x X x X X X X X x x X X U -Value 0.0420 x x X X x X X x X X X x X X X X x X X X X X X x X X x X X x x x x X x X x x Z ,T of = = = = = = = = = = = = = = = = = = = = = = Btu/hr 290.0 54 658 198.0 0.1020 54 1,091 4.5 0.5800 54 141 117.0 0.1020 54 644 216.3 0.1020 54 1191 13.2 0.5500 54 392 53.9 0.1020 54 297 22.6 0.5800 54 708 41.6 0,1020 54 229 33.4 0.5300 54 9561 perimeter = 75.5 0.7300 54 2 976 I I 1 Items shown with an asterisk (') denote conduction through an interior surface to another room. I Page Total: I 9,2831 Infiltration: I 1.00 x 1.0641 X 290 x I 9.001 x 0.4531 / 601 x "Schedule Air Sensible Area Ceiling Height ACH J OT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 10,414 I EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 11 of 13 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date The MacDonald Residence Guest Casita 3/12/2007 Room Information Design Conditions Room Name: Guest Bedroom 2 Outdoor Dry Bulb Temperature: 1120F Floor Area: 290 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 720F Outdoor Daily Range: 340F Opaque Surfaces Orientation Area U -Factor CLTD 1 Btu/hr 13 Wall 13 Wall 13 Wall 13 Wall N 290.0 X X X X X X x X X X X X 0.0420 X X X X X X x X X X x X 56.0 (N) 198.0 0.1020 23.01 E 117.0 0.1020 33.0 S 216.3 0.1020 26.0 W 53.9 0.1020 33.0 (NW) 41.61 0.1020 30.2 0.0x 30.3+ 33.4x 47.3= Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Hrzntl HrzntlSldr Page Total Orientation Shaded Area X x x X X x X x X GLF + + + + + + + + + + Unshaded Area X x X x x X x x x Page GLF = = = = = = - = = N 0.0 31.3 4.5 31.3 31.4 0.0 31.5 W 7.1X 31.3 15.5X 62.7= NW 0.0x 30.3+ 33.4x 47.3= Total Internal Gain Occupants P11 x Occupants X 230 Btuh/occ. =X Dwelling Units x 1,6001 Watts/sqft = 682 465 394 574 181 128 2,424 Btu/hr 141 415 1,196 1,580 3,3311 Btu/hr 920 1 600 Infiltration: 1.064 x 1.24 x 15.87 X = 838 Air Sensible CFM ELA / T TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 9,113 Latent Gain [Occupants 1 41 x Occupants X I 2001 Btuh/occ. _ Btu/hr 8001 Infiltration: i 4,771 X 1.24 Xi 51 87 X ! 0.00454 = 4271 Air Latent CFM ELA pw TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,227 EnergyPro 4.3 by EnergySoft User Number: 3665 Job Number: Page: 12 of 13 B.G. STRUCTURAL ENGINEERING BRIAN GOTTLIEB - CIVIL ENGINEER - Lie. No. C33047 43-100 Cook Street, Suite 203 Palm desert, CA 92211 (760) 568-3553 (760) 568-5681 Fax ..,.MacDonald Residence Remodel CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVE® FOR CONS UCTION' 45-360:Driftwood W e Palm Desert, CA. 92260 Job Number: 887.06 October 30, 2006 ROFESS/pN \SOF CAUFO VALID ONLY IF SIGNED IN RED r ..,.MacDonald Residence Remodel CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVE® FOR CONS UCTION' 45-360:Driftwood W e Palm Desert, CA. 92260 Job Number: 887.06 October 30, 2006 ROFESS/pN \SOF CAUFO VALID ONLY IF SIGNED IN RED L Table Of Contents Loads 1-2 Rafters 3-4 Beams 5-16 Columns 17-20 Footings 21-23 Lateral 24-35 Shear Wall Schedule 36 a MacDonald Residence Remodel Loads Dead Load - Tile Roof Tile 10.0 Roofing 3.0 Plywood 2.0 Trusses 3.0 Insulation 1.0 Ceiling 4.0 Sprinklers 2.0 Miscellaneous 1.0 Total 26.0 P.S.F. Dead Load - Flat Roof Roofing 5.0 Plywood 2.0 Trusses 3.0 Insulation 1.0 Ceiling 4.0 Sprinklers 2.0 Miscellaneous 1.0 Total 18.0 P.S.F. Live Load Roof 20.0 P.S.F. 887.06 Seismic (2.5) (.44) (1.2) (1.0) / (4.5) (1.4) W = (.21) W Wind (1.06) (1.3) (12.6) (1.0) =17.36 P.S.F. @ 15' (1.13) (1.3) (12.6) (1.0) =18.51 P.S.F. @ 20' r; -Z sr r ia. MACDONALD RESIDENCE B. G. p STRUCTURAL ENGINEERING „'° ° F"-' 0So "'&1 BRIAN GOTTLIEB , L - a PROJFCT MacDonald Residence Remodel ITEM Rafters A r-Te-7?— S I W L 4-& C & 0/ z S -p -r"S f L- B.G. STRUCTURAL t.ENGINEERING -JZ w 1Z -7 6, 774- . SHEET NO. 3 JOB NO. 887 DATE ENGINEER G S&f 77101-'s MF -4(L G4tiG 5 , i B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760-568-3553 Voice 760-568-5681 Fax Title : MacDonald Residence Remodel Job # 887.06 Dsgnr: BG Date: 4:10PM, 18 OCT 06 Description 4 - Scope: Rev: 560100 User: KW -0603989, Ver 5.6.1, 25 -Oct -2002 Timber Beam & Joist Page 1 (01983-2002 ENERCALC Engineering Software sAecilata\troche 887-06.ecw:Rafters Description Rafters J2 - J3 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements @ Left End DL J2 J3 J3 Alt Timber Section LL 2x10 2-2x10 2x12 Beam Width in 1.500 3.000 1.500 Beam Depth in 9.250 9.250 11.250 Le: Unbraced Length ft '0.00 0.00 0.00 Timber Grade Max. DL+LL )ouglas Fir - Larch, )ouglas Fir - Larch, Douglas Fir - Larch, Fb - Basic Allow psi 875.0 875.0 875.0 Fv - Basic Allow psi 95.0 95.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 Load Duration Factor Center LL Defl 1.250 1.250 1.250 Member Type UDefl Ratio Sawn Sawn Sawn Repetitive Status Center Total Defl Repetitive Repetitive Repetitive Center Span Data Location ft 5.250 10.500 Span ft 10.50 21.00 21.00 Dead Load #/ft 36.00 24.00 18.00 Live Load #/ft 40.00 27.00 20.00 Results Ratio = 0.4247 0.5700 0.6316 =max @ Center in -k 12.57 33.74 25.14 @ X = ft 5.25 10.50 10.50 fb : Actual psi 587.6 788.6 794.5 Fb : Allowable psi 1,383.6 1,383.6 1,257.8 Bending OK Bending OK Bending OK fv : Actual psi 36.9 26.9 32.3 Fv : Allowable psi 118.8 118.8 118.8 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 189.00 252.00 189.00 LL lbs 210.00 283.50 210.00 Max. DL+LL lbs 399.00 535.50 399.00 @ Right End DL lbs 189.00 252.00 189.00 LL lbs 210.00 283.50 210.00 Max. DL+LL lbs 399.00 535.50 399.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.062 -0.332 -0.277 UDefl Ratio 2,025.8 759.7 911.1 Center LL Defl in -0.069 -0.373 -0.307 UDefl Ratio 1,823.2 675.3 820.0 Center Total Defl in -0.131 -0.705 -0.584 Location ft 5.250 10.500 10.500 UDefl Ratio 959.6 357.5 431.6 7 PRO, ECT SHEET NO. MacDonald Residence Remodel B.G. STRUCTURAL JOB N0. ,ITEM Beams ENGINEERING ENGINEER . z 6 4-), 1 (1--4p . 4q-, 5 ?109 G ?last lob r' B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760-568-3553 Voice 760-568-5681 Fax Title : MacDonald Residence Remodel Dsgnr: BG Date: Description Scope: Job # 887.06 5:20PM, 18 OCT 06 (P Rev: 560100 Page 1 User: KW -0603989, Ver 5.6.1, 25 -Oct -2002 General. Timber Beam (61983-2002 ENERCALC EnAineerina Software s:\ec-data\troche 887-06.ecw:Beams Description Beam B1 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x16 Max Stress Ratio Center Span 12.50 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 12.4 k -ft Bm Wt. Added to Loads Allowable Fb Base Allow 875.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 36.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 198.00 #/ft LL 220.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 12.50ft, Beam Width = 3.500in x Depth = 15.25in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... ueao Loaa Max Stress Ratio 0681 : 1 -0.070 in -0.143 in Deflection 0.000 in 0.000 in Maximum Moment 6.250 ft 8.4 k -ft Maximum Shear" 1.5 3.2 k Allowable 1,047.79 Right Cantilever... 12.4 k -ft Allowable D.L. Defl ) ... 6.3 k Max. Positive Moment 8.42 k -ft at 6.250 ft Shear: @ Left 2.70 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.70 k Max @ Left Support 0.00 k -ft Stress Calcs Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.105in Le 0.000 ft Sxx 135.661 in3 Area 53.375 in2 Cf 1.000 @ Right 0.000 in Max. M allow 12.36Reactions... Max Moment Sxx Req'd Allowable fb fb 745.21 psi fv 60.61 psi Left DL 1.32 k Max 2.70 k Fb 1,093.75 psi Fv 118.75 psi Right DL 1.32 k Max 2.70 k Deflections Center Span... Dead Load Total Load Left Cantilever... ueao Loaa i o[ai Loaa Deflection -0.070 in -0.143 in Deflection 0.000 in 0.000 in ...Location 6.250 ft 6.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,138.5 1,047.79 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.105 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.019 Le 0.000 ft Sxx 135.661 in3 Area 53.375 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 8.42 k -ft 92.43 in3 1,093.75 psi @ Left Support 0.00 k -ft 0.00 in3 1,093.75 psi @ Right Support 0.00 k -ft 0.00 in3 1,093.75 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.24 k 3.24 k Area Required 27.243 in2 27.243 in2 Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 2.70 k Bearing Length Req'd 1.232 in Max. Right Reaction 2.70 k Bearing Length Req'd 1.232 in R.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760-568-3553 Voice 760-568-5681 Fax Title: MacDonald Residence Remodel Dsgnr: BG Date: Description Scope: Job # 887.06 5:21 PM, 18 OCT 06 1 ''eV: obu,uu Page 1 User. KW -0603989, Ver 5.6.1, 25 -Oct -2002 General Timber Beam (')1983-2002 ENERCALC Engineering Software s:\ec-data\troche 887-06.ecw:Calculations Description Beam B2 General Information 0.442 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x8 Deao Loao Center Span 8.50 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 1.61 k -ft Bm Wt. Added to Loads 4.012 ft Shear: Fb Base Allow 875.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 36.000pcf E 1,600.0ksi Trapezoidal Loads #1 DL @ Left 108.00 #/ft LL @ Left 120.00 #/ft Start Loc 0.000 ft DL @ Right 54.00 #/ft LL @ Right 60.00 #/ft End Loc 0.000 ft Beam Design OK Span= 8.50ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.442 : 1 Total Load Left Cantilever... Deao Loao Maximum Moment Deflection 1.6 k -ft Maximum Shear' 1.5 1.1 k Allowable ...Location 3.6 k -ft Allowable ...Length/Deft 3.0 k Max. Positive Moment 1.61 k -ft at 4.012 ft Shear: @ Left 0.83 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.67 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft 0.83 k Bearing Length Req'd @ Center 0.087in Max. M allow 3.63Reactions... 0.308 in @ Right 0.000 in fb 628.62 psi fv 41.45 psi Left DL 0.41 k Max 0.83 k Fb 1,421.88 psi Fv 118.75 psi Right DL 0.33 k Max 0.67 k Deflections Center Span... Dead Load Total Load Left Cantilever... Deao Loao t otal Loao Deflection -0.058 in -0.117 in Deflection 0.000 in 0.000 in ...Location 4.182 ft 4.182 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,768.0 870.73 Right Cantilever... 0.90 k Camber ( using 1.5 " D.L. Defl ) _ 8.858 in2 Deflection 0.000 in 0.000 in @ Center 0.087 in ...Length/Deft 0.0 0.0 @ Left 0.000 in 0.83 k Bearing Length Req'd 0.381 in Max. Right Reaction @ Right 0.000 in 0.308 in Stress Calcs Bending Analysis Ck 31.019 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 1.61 k -ft 13.56 in3 1,421.88 psi @ Left Support 0.00 k -ft 0.00 in3 1,421.88 psi @ Right Support 0.00 k -ft 0.00 in3 1,421.88 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.05 k 0.90 k Area Required 8.858 in2 7.594 in2 Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 0.83 k Bearing Length Req'd 0.381 in Max. Right Reaction 0.67 k Bearing Length Req'd 0.308 in B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 • Palm Desert, CA. 92211 760-568-3553 Voice 760-568-5681 Fax Title : MacDonald Residence Remodel Dsgnr: BG Date: Description Scope: Job # 887.06 5:23PM, 18 OCT 06 g oouiuu r.KW-0603989, Ver 5.6.1, 25 -Oct -2002 General Timber Beam Page 1 983-2002 ENERCALC Engineering Software s:\ec dataltroche 887-06.ecwCalculations Description Beam B3 General Information 0.596 ; 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 i otat Loaa Center Span 11.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North),,No.1 Bm Wt. Added to Loads End Loc Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 36.000 pcf E 1,600.0 ksi Trapezoidal Loads 0.596 ; 1 Total Load Left cantilever... ueao Loao i otat Loaa Deflection #1 DL @ Left 198.00 #/ft LL @ Left 220.00 #/ft Start Loc 0.000 ft DL @ Right 198.00 #/ft LL @ Right 220.00 #/ft End Loc 5.500 ft #2 DL @ Left 198.00 #/ft LL @ Left 220.00 #/ft Start Loc 5.500 ft DL @ Right 126.00 #/ft LL @ Right 140.00 #/ft End Loc 11.500 ft Beam Design OK Span= 11.50ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.596 ; 1 Total Load Left cantilever... ueao Loao i otat Loaa Deflection Maximum Moment -0.251 in Deflection 6.7 k -ft Maximum Shear * 1.5 3.1 k Allowable 0.0 11.2 k -ft ...Length/Deft Allowable 549.04 Right Cantilever... 5.6 k Max. Positive Moment 6.68 k -ft at 5.566 ft Shear: @ Left 2.40 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Left @ Right 2.10 k Max @ Left Support 0.00 k -ft @ Right 0.000 in Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.185 in Max. M allow 11.20Reactions... Ck 25.448 Le 0.000 ft @ Right 0.000 in fb 968.55 psi fv 59.20 psi Left DL 1.18 k Max 2.40 k Fb 1,625.00 psi Fv 106.25 psi Right DL 1.04 k Max 2.10 k Deflections Center Span... Dead Load Total Load Left cantilever... ueao Loao i otat Loaa Deflection -0.123 in -0.251 in Deflection 0.000 in 0.000 in ...Location 5.704 ft 5.704 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,118.7 549.04 Right Cantilever... Camber ( using 1.5 " D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.185 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 25.448 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 6.68 k -ft 49.31 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.09 k 2.81 k Area Required 29.114 in2 26.484 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.40 k Bearing Length Req'd 0.698 in Max. Right Reaction 2.10 k Bearing Length Req'd 0.611 in Y PROJECT SHEET NO. MacDonald Residence Remodel B.G. STRUCTURAL JOB N0. 887.06 ITEM Beams ENGINEERING DATE Oct. 2006 ENGINEER BG I L /0, 14, GLZ If 19z 7 i / 5163 L4 un.- Z Z .Sb zZslo b:G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760-568-3553 Voice 760-568-5681 Fax (c)1983-2002 ENERCALC Engineering Software Description Beam B4 Title : MacDonald Residence Remodel Job # 887.06 Dsgnr: BG Date: 5:26PM, 18 OCT 06 Cv Description Scope Page 1 General Timber Beam s:1ec data\troche 887-06.ecw Calculations General Information 0.545 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x14 i otai Loao Center Span 18.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads 7.9 k Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 36.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 142.00 #/ft LL 140.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft SummaLrYK__j1 Beam Design OK Span= 18.00ft, Beam Width = 5.500in x Depth = 13.5in, Ends are Pin -Pin Max Stress Ratio 0.545 : 1 Total Load Left Cantilever... ueao Load i otai Loao Maximum Moment -0.210 in 12.2 k -ft Maximum Shear * 1.5 3.6 k Allowable 9.000 ft ...Length/Deft 22.3 k -ft Allowable ...Length/Deft 7.9 k Max. Positive Moment 12.17 k -ft at 9.000 ft Shear: @ Left 2.71 k Max. Negative Moment 0.00 k -ft at 18.000 ft @ Right 2.71 k Max @ Left Support 0.00 k -ft 0.000 in Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.315 in Max. M allow 22.33Reactions... @ Right 0.000in fb 874.36 psi fv 48.09 psi Left DL 1.45 k Max 2.71 k Fb 1,603.87 psi Fv 106.25 psi Right DL 1.45 k Max 2.71 k Deflections Center Span... Dead Load Total Load Left Cantilever... ueao Load i otai Loao Deflection -0.210 in -0.393 in Deflection 0.000 in 0.000 in ...Location 9.000 ft 9.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,027.7 548.98 Right Cantilever... Camber( using 1.5* D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.315 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 25.448 Le 0.000 ft Sxx 167.063 in3 Area 74.250 in2 Cf 0.987 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 12.17 k -ft 91.08 in3 1,603.87 psi @ Left Support 0.00 k -ft 0.00 in3 1,603.87 psi @ Right Support 0.00 k -ft 0.00 in3 1,603.87 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.57 k 3.57 k Area Required 33.606 in2 33.606 in2 Fv: Allowable 106.25 psi. 106.25 psi Bearing @ Supports Max. Left Reaction 2.71 k Bearing Length Req'd 0.787 in Max. Right Reaction 2.71 k Bearing Length Req'd 0.787 in B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760-568-3553 Voice 760-568-5681 Fax User: KW -0603989, Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Enaineerina Software Description Beam B5 Title : MacDonald Residence Remodel Job # 887.06 Dsgnr: BG Date: 5:28PM, 18 OCT 06 Description Scope: General Timber Beam Page 1 sAec-data\troche 887-06.ecw: Calculations General Information 23.96 k -ft Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x15.0 Center Span 20.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 4.79 k Bm Wt. Added to Loads 4.79 k Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 36.000pcf E 1,800.0ksi Full Length Uniform Loads Center DL 260.00 #/ft LL 200.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 20.00ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio 0.634 : 1 Maximum Moment 24.0 k -ft Maximum Shear'' 1 Allowable 37.8 k -ft Allowable Max. Positive Moment 23.96 k -ft Max. Negative Moment 0.00 k -ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 37.77 fb 1,496.10 psi fv Fb 2,358.52 psi Fv Deflections . at 10.000 ft at 20.000 ft Reactions... 82.29 psi Left DL 190.00 psi Right DL Shear: Camber: 2.79 k 2.79 k Center Span... Beam Design OK i 6.3 k Total Load 14.6 k @ Left 4.79 k @ Right 4.79 k @ Left 0.000in @ Center 0.581 in @ Right 0.000 in Max 4.79 k Max 4.79 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.387 in -0.665 in Deflection 0.000 in 0.000 in ...Location 10.000 ft 10.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 619.5 360.95 Right Cantilever... 'Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.581 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 192.188 in3 Area 76.875 int Cv 0.983 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 23.96 k -ft 121.91 in3 2,358.52 psi @ Left Support 0.00 k -ft 0.00 in3 2,358.52 psi @ Right Support 0.00 k -ft 0.00 in3 2,358.52 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.33 k 6.33 k Area Required 33.293 in2 33.293 int Fv: Allowable 190.00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 4.79 k Bearing Length Req'd 1.670 in Max. Right Reaction 4.79 k Bearing Length Req'd 1.670 in I: 'B,G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760-568-3553 Voice 760-568-5681 Fax Rev: 560100 User. KW -0603989. Ver 5.6.1. 25 -Oct -2002 Description Beam B6 Title : MacDonald Residence Remodel Dsgnr: BG Date: Description Scope: General Timber Beam Job # 887.06 5:31 PM, 18 OCT 06 17i Page 1 sAec-dalaltroche 887.06.ecv:Beams General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 Max Stress Ratio Center Span 8.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch (North), No.1 Bm Wt. Added to Loads 2.7 k Fb Base Allow 1,300.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 36.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 261.00 #/ft LL 290.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 8.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Dead Load Max Stress Ratio 0.493 : 1 -0.040 in -0.083 in Deflection 0.000 in 0.000 in Maximum Moment 4.000 ft 4.5 k -ft Maximum Shear ' 1.5 2.7 k Allowable 11.2 k -ft Camber ( using 1.5 * D.L. Allowable Deflection 5.6 k Max. Positive Moment 4.51 k -ft at 4.000 ft Shear: @ Left 2.26 k Max. Negative Moment 0.00 k -ft at 8.000 ft @ Right @ Right 2.26 k Max @ Left Support 0.00 k -ft Stress Caics Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.060in Max. M allow 11.20 Reactions... 0.000 @ Right 0.000in fb 654.55 psi N 52.34 psi Left DL 1.10 k Max 2,26 k Fb 1,625.00 psi Fv 106.25 psi Right DL 1.10 k Max 2.26 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.040 in -0.083 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,389.8 1,161.14 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.060 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics Bending Analysis Ck 25.448 Le 0.000 ft Sxx 82.729 in3 Area 52.250 int Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 4.51 k -ft 33.32 in3 1,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.73 k 2.73 k Area Required 25.737 in2 25.737 int Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.26 k Bearing Length Req'd 0.656 in Max.. Right Reaction 2.26 k Bearing Length Req'd 0.656 in PRo. CT MacDonald Residence SHEET NO. 13 Remodel B.G. STRUCTURAL JOB NO. 887.06 'ITEM Beams ENGINEERING DATE Oct. 2006 ENGINEER BG 2De-? , s 1 7 (14', S t G t(ty V, A 13.9~ 4 CSS %0%0- S15 0%, \.J L 4-G( -7 z 3 Z -z• /- - 215 I ((o_Zi _ I /& Zs t & 5V& V. / 3, " L6 w%ro B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760-568-3553 Voice 760-568-5681 Fax Title : MacDonald Residence Remodel Dsgnr: BG Date: Description Scope : Job # 887.06 5:32PM, 18 OCT 06 14- Rev: 560100 User: KW -0603989, Ver 5.6.1, 25 -OU -2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software sAec-dataltroche 887-06.ecw:Calculations Description Beam B7 General Information 0.467 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Total Load Center Span 6.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in . Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 2.52 k -ft Bm Wt. Added to Loads 3.000 ft Shear: Fb Base Allow 875.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 36.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 261.00 #/ft LL 290.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.467 : 1 Total Load Left Cantilever... Dead Load Total Load Maximum Moment -0.021 in 2.5 k -ft Maximum Shear * 1.5 1.9 k Allowable 3.000 ft ...Length/Deft 5.5 k -ft Allowable ...Length/Deft 3.8 k Max. Positive Moment 2.52 k -ft at 3.000 ft Shear: @ Left 1.68 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.68 k Max @ Left Support 0.00 k -ft 0.000 in Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.032 in Max. M allow 5.46Reactions... @ Right 0.000in fb 604.89 psi fv 57.82 psi Left DL 0.81 k Max 1.68 k Fb 1,312.50 psi Fv 118.75 psi Right DL 0.81 k Max 1.68 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.021 in -0.044 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 3,389.1 1,631.19 Right Cantilever... Camber( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.032 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.019 Le 0.000 ft Sxx 49.911 in3 Area 32.375 int Cf 1.200 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 2.52 k -ft 23.00 in3 1,312.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,312.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,312.50 psi Shear Analysis @ Left Support . @ Right Support Design Shear 1.87 k 1.87 k Area Required 15.763 in2 15.763 int Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 1.68 k Bearing Length Req'd 0.767 in Max. Right Reaction 1.68 k Bearing Length Req'd 0.767 in B.G. Structural Engineering, Inc. Title MacDonald Residence Remodel Job # 887.06 43-100 Cook Street, Suite 203 Dsgnr: BG Date: 5:34PM, 18 OCT 06 IS" Palm Desert, CA. 92211 Description 760-568-3553 Voice Scope 760-568-5681 Fax Rev: 560100 User. KW -0603989, Ver 5.6.1, 25 -Oct -2002 General Timber Beam. Page 1 (c)1983-2002 ENERCALC Engineering Software sAec-dataltroche 887-06.ecw, Calculations Description Beam B8 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x13.5 Center Span 16.50 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever 2.50ft .....Lu 0.00 ft Beam Depth 13.500 in Right Cantilever 2.50ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 362.64 Right Cantilever... Bm Wt. Added to Loads Max. Positive Moment Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 36.000 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 364.00 #/ft LL 280.00 #/ft Left Cantilever DL 364.00 #/ft LL 280.00 #/ft Right Cantilever DL 364.00 #/ft LL 280.00 #/ft Beam Design OK Span= 16.50ft, Left Cant= 2.50ft, Right Cant= 2.50ft, Beam Width = 5.125in x Depth = 13.5in, Ends are Pin -Pin Dead Load Max Stress Ratio 0.685 : 1 Total Load Deflection -0.299 in Maximum Moment 0.135 in 21.3 k -ft Maximum Shear ` 1.5 7.1 k Allowable 242.4 31.1 k -ft Allowable 362.64 Right Cantilever... 13.1 k Max. Positive Moment 21.31 k -ft at 8.293 ft Shear: @ Left 5.51 k Max. Negative Moment -1.19 k -ft at 0.000 ft @ Right 5.51 k Max @ Left Support -2.07 k -ft Camber: @ Left 0.203in Max @ Right Support -2.07 k -ft Stress Calcs @ Center 0.449in Max. M allow 31.13 Bending Analysis Reactions... @ Right 0.200in fb 1,642.88 psi fv 103.33 psi Left DL 4.10 k Max 7.1.6k Fb 2,400.00 psi Fv 190.00 psi Right DL 4.10 k Max 7 16 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.299 in -0.546 in Deflection 0.135 in 0.248 in ...Location 8.293 ft 8.293 ft ...Length/Deft 444.0 242.4 ...Length/Deft 661.9 362.64 Right Cantilever... Camber ( using 1.5 " D.L. Defl ) ... Deflection 0.133 in 0.252 in @ Center 0.449 in ...Length/Deft 451.0 238.2 @ Left 0.203 in @ Right 0.200 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 155.672 in3 Area 69.188 in2 Cv 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 21.31 k -ft 106.56 in3 2,400.00 psi @ Left Support 2.07 k -ft 10.33 in3 2,400.00 psi @ Right Support 2.07 k -ft 10.33 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.15 k 7.15 k Area Required 37.627 in2 37.627 in2 Fv: Allowable 190.00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 7.16 k Bearing Length Req'd 2.495 in Max. Right Reaction 7.16 k Bearing Length Req'd 2.495 in B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760-568-3553 Voice 760-568-5681 Fax Title : MacDonald Residence Remodel Dsgnr: BG Date: Description Scope : Job # 887.06 5:37PM, 18 OCT 06 / ( User: -K-W-,0-6-03989, Ver 5.6.1, 25 -Oct -2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software s:1ec-data\troche 887-06.ecw:Calculations Description Beam B9 General Information 0.694 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x13.5 Center Span 18.00 ft .....Lu 0.00 ft Beam Width 3.125 in Left Cantilever 1.75ft .....Lu 0.00 ft Beam Depth 13.500 in Right Cantilever 1.75ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 325.73 Right Cantilever... Bm Wt. Added to Loads Max. Positive Moment Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 36.000 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 182.00 #/ft LL 140.00 #/ft Left Cantilever DL 182.00 #/ft LL 140.00 #/ft Right Cantilever DL 182.00 #/ft LL 140.00 #/ft Beam Design OK Span= 18.00ft, Left Cant= 1.75ft, Right Cant= 1.75ft, Beam Width = 3.125in x Depth = 13.5in, Ends are Pin -Pin Max Stress Ratio 0.694 : 1 Total Load Left Cantilever... Dead Load Total Load Deflection Maximum Moment -0.663 in Deflection 13.2 k -ft Maximum Shear * 1.5 3.9 k Allowable 380.4 19.0 k -ft ...Length/Deft Allowable 325.73 Right Cantilever... 8.0 k Max. Positive Moment 13.17 k -ft at 9.043 ft Shear: @ Left 3.00 k Max. Negative Moment -0.29 k -ft at 18.000 ft @ Left @ Right 3.00 k Max @ Left Support -0.51 k -ft @ Right 0.164 in Camber: @ Left 0.166 in Max @ Right Support -0.51 k -ft @ Center 0.565 in Max. M allow 18.98 Reactions... Le 0.000 ft @ Right 0.164 in fb 1,665.33 psi fv 93.60 psi Left DL 2.07 k Max 3.59 k Fb 2,400.00 psi Fv 190.00 psi Right DL 2.07 k Max 3.59 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.376 in -0.663 in Deflection 0.110 in 0.193 in ...Location 9.043 ft 9.043 ft ...Length/Deft 380.4 217.7 ...Length/Deft 573.8 325.73 Right Cantilever... Camber( using 1.5 D.L. Defl ) ... . Deflection 0.109 in 0.196 in @ Center 0.565 in ...Length/Deft 385.1 214.0 @ Left 0.166 in @ Right 0.164 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sm 94.922 in3 Area 42.188 int Cv 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 13.17 k -ft 65.86 in3 2,400.00 psi @ Left Support 0.51 k -ft 2.55 in3 2,400.00 psi @ Right Support 0.51 k -ft 2.55 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.95 k 3.95 k Area Required 20.783 int 20.783 int Fv: Allowable 190.00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 3.59 k Bearing Length Req'd 2.050 in Max. Right Reaction 3.59 k Bearing Length Req'd 2.050 in PNOJECSIIFET Na MACD❑NALD RESIDENCE B G ,w Na 91-7 . CoL,0m,.5 STRUCTURAL ENGINEERING D/0/0-& GOTTLIEB qv rr i Y`V I ;T SHEET N0. MacDonald Residence Remodel B.G. STRUCTURAL JOB N0. Columns ENGINEERING DATE ENGINEER 4', Co I o. "r -ZL i . 'i PROJECT SHEET NO. t'Q • MacDonald Residence Remodel B.G. STRUCTURAL JOB N0. 11 1 887.06 'ITEM Columns ENGINEERINGFATE Oct. 2006 ENGINEER BG 97 WOOD POST (4X WALL) Fc Perpendicular 0.04"= 625 PSI 10/18/2006 Fc Perpendicular 0.02"= 456 PSI STUD GRADE 24.00 27.43 d= 3.5 IN. 564 467 2.96 2.45 2X4 3X4 2-2X4 4X4 3-2X4 Fc= 825 PSI 4.07 Fce I AREA 5.25 8.75 10.50 12.25 15.75 E= 1.4 X 10^6 PSI L Ud' si Fc P P P P P Cd= 1.00 5 17.14 1429 769 4.04 6.73 8.08. 9.42 12.12 Cf= 1.15 6 20.57 992 670 3.52 5.86 7.04 8.21 10.55 7 G 8 24.00 27.43 729 558 564 467 2.96 2.45 4.93 4.09 5.92 4.91 6.91 5.73 8.88 7.36 388 2.03 3.39 4.07 4.75 6.10 9 30.86 441 10 34.29 357 324 1.70 2.83 3.40 3.97 5.10 11 37.71 295 273 1.43 2.39 2.87 3.35 4.30 12 41.14 248 233 1.22 2.04 2.45 2.85 3.67 13 44.57 211 201 1.05 1.76 2.11 2.46 3.16 14 1 48.00 182 174 0.92 1.53 1.83 2.14 2.75 625 3.28 5.47 6.56 7.66. 9.84 4.05 4.86 5.67 7.29 456 2.40 3.99 4.79 5.59 7.19 4.01 4.68 6.02 D.F. #2 Fc= 1300 PSI E= 1.6 X 10^6 PSI Cd= 1.00 Cf-- 1.15 d= 3.5 IN. 2X4 3X4 I 2-2X4 4X4 I 3-2X4 Fce AREA 5.25 8.75 110.50 12.25 15.75 L Ud psi Fc P P P P P 5 17.14 1633 1077 5.66 9.43 11.31 13.20 16.97 6 20.57 1134 881 4.63 7.71 9.25 10.79 13.88 7 24.00 833 707 3.71 6.18 7.42 8.66 11.13 8 27.43 638 568 2.98 4.97 5.97 6.96 8.95 9 30.86 504 463 2.43 4.05 4.86 5.67 7.29 10 34.29 408 382 2.01 3.34 4.01 4.68 6.02 11 37.71 337 320 1.68 2.80 3.36 3.92 5.04 12 41.14 284 272 1.43 2.38 2.85 3.33 4.28 13 44.57 242 233 1.22 2.04 2.45 2.85 3.67 14 48.00 208 202 1.06 1.77 2.12 2.47 3.18 625 3.28 5.47 6.56 7.66. 9.84 456 1 2.40. 3.99 4.79 5.59 7.19 PR09CT MacDonald Residence Remodel Columns B.G. STRUCTURAL ENGINEERING SHEET NO. Zo JOB NO. 887.0 DATE Oct. 201 ENGINEER BG 97 WOOD POST (4X WALL) Fc= 1500 PSI E= Fc Perpendicular 0.04"= 625 PSI 10/18/2006 Cf= 1.00 AREA 19.25 25.38 Fc Perpendicular 0.02"= 456 PSI D.F. #2 Ud psi Fc P P P P 4X12 17.14 d= 3.5 IN. 4X6 4X8 4X10 Fc= 1300 PSI 6 20.57 Fce AREA 19.25 25.38 32.38 39.38 7 E= 1.6 X 10^6 PSI L L/d psi Fc P P P P 595 Cd= 1.00 5 17.14 1633 993 19.11 25.19 32.13 39.08 15.75 Cf-- 1.00 6 20.57 1134 835 16.07 21.18 27.02 32.87 37.71 359 338 7 24.00 833 682 13.14 17.32 22.10 26.87 5.53 7.29 G Z 8 27.43 638 555 10.69 14.09 17.98 21.86 9.71 14 48.00 9 30.86 504 455 (8.76-r-1 -1.55 14.73 17.92 625 12.03 10 34.29 408 377 7.27 9.58 12.22 14.86 11.58 14.77 17.96 11 37.71 337 317 6.10 8.04 10.26 12.48 12 41.14 284 269 5.19 6.84 8.72 10.61 13 44.57 242 232 4.46 5.88 7.50 9.12 14 48.00 208 201 3.87 5.10 6.51 7.91 625 1 12.03 15.86 20.23 24.61 456 8.78 11.58 14.77 17.96 D.F. #1 Fc= 1450 PSI E= 1.7 X 10^6 PSI Cd= 1.00 Cf= 1.00 D.F. #1 & BTR Fc= 1500 PSI E= 1.8 X 10^6 PSI Cd= 1.00 Cf= 1.00 d= 3.5 IN. 4X6 4X8 4X10 4X12 Fce AREA 19.25 25.38 32.38 39.38 L Ud psi Fc P P P P 5 17.14 1735 1086 20.91 .27.57 35.17 42.78 6 20.57 1205 905 17.42 22.96 29.29 35.63 7 24.00 885 735 14.14 18.64 23.78 28.92 8 27.43 678 595 11.45 15.10 19.27 23.43 9 30.86 536 486 9.37 12.34 15.75 19.16 10 34.29 434 403 7.75 10.22 13.04 15.86 11 37.71 359 338 6.51 8.58 10.94 13.31 12 41.14 301 287 5.53 7.29 9.30 11.30 13 44.57 257 247 4.75 6.26 7.98 9.71 14 48.00 221 214 4.12 5.43 6.93 8.42 625 12.03 15.86 20.23 24.61 456 8.78 11.58 14.77 17.96 d= 3.5 IN. 4X6 4X8 4X10 4X12 Fce AREA 19.25 25.38 32.38 39.38 L Ud psi Fc P P P P 5 17.14 1838 1134 21.83 28.78 36.72 44.66 6 20.57 1276 949 18.27 24.08 30.73 37.37 7 24.00 938 773 14.88 19.62 25.03 30.44 8 27.43 718 628 12.08 15.92 20.32. 24.71 9 30.86 567 514 9.89 13.03 16.63 20.22 10 34.29 459 426 8.19 10.80 13.78 16.76 11 37.71 380 357 6.88 9.07 11.57 14.07 12 41.14 319 304 5.84 7.70 9.83 11.95 13 44.57 272 261 5.02 6.62 8.44 10.27 14 48.00 234 226 4.36 5.74 7.33 8.91 625 12.03 15.86 20.23 24.61 456 8.78 11.58 14.77 17.96 ,PROJECT MacDonald Residence SHEET NO. 2I Remodel B.G. STRUCTURAL JOB NO. 887.06 PTEM Foundations ENGINEERING DATE Oct. 2006 ENGINEER BG 0 rte- c r- (24.0 / S-0 O V i oL, E7 rT; A 'T MacDonald Residence Remodel B.G. STRUCTURAL Foundations ENGINEERING POINT LOAD ON CONTINUOUS FOOTING 10/18/2006 Footing Width(FW)= 12 in. Footing Depth(FD)= 12 in. Soil Bearing(SB)= 1500 psf Increase Width (IW)= 0 psf Maximum Soil Bearing= 2000 psf Increase Depth (ID)= 200 psf Plain Concrete Design: F'c= 2000 psi Tension Fb= 71.55 psi PER '97 UBC, SECTION 2622(d)2. Example: Fsoil = {(D - FD) _ 12 x ID} + {(W - FW) = 12" x IW} + SB F'soil = Fsoil - (D _ 12 x (150-110)) w= WxF'soil=12 M=FbxWxD^2=12"=6 L= (2xM=w)^1/2 Pmax=2xLxw W(") D F'soil sf w(#/ft) M '# L ft Pmax ;I 12 x 12 1460 .1460 1717 1.53 4479 15 x 12 1460 1825 2147 1.53 5598 18 x 12 1460 2190 2576 1.53 6718 21 x 12 1460 2555 3005 1.53 7838 24 x 12 1460 2920 3435 1.53 8957 12 x 15 1500 1500 2683 1.89 5674 15 x 15 1500 1875 3354 1.89 7093 18 x 15 1500 2250 4025 1.89 8512 24 x 15 1500 3000 5367 1.89 11349 30 x 15 1500 3750 6708 1.89 14186 12 x 18 1540 1540 3864 2.24 6900 15 x 18 1540 1925 4830 2.24 8624 18 x 18 1540 2310 5796 2.24 10349 21 x 18 1540 2695 6762 2.24 12074 24 x 18 1540 3080 7728 2.24 13799 12 x 21 1580 1580 5259 2.58 8153 15 x 21 1580 1975 6574 2.58 10192 18 x 21 1580 2370 7889 2.58 12230 21 x 21 1580 2765 9204 .2.58 14268 24 x 21 1580 3160 10518 2.58 16307 12 x 24 1620 1620 6869 2.91 9435 15 x 24 1620 2025 8587 2.91 11794 18 x 24 1620 2430 10304 2.91 14153 21 x 24 1620 2835 12021 2.91 16512 24 x 24 1620 3240 13738 2.91 18871 Note: For point loads on footings with uniform loads take the difference between "w" above and the uniform load, then multiply by two and by "L" above for Pmax i SHEET NO. 2-7, JOB NO. 887.0E DATE Oct. 200 ENGINEER FDN-1 BR04ECT SHEET NO. Z MacDonald Residence Remodel B.G. STRUCTURAL JOB N0. 887.06 ITEM Foundations ENGINEERING DATE Oct. 2006 ENGINEER BG PAD FOOTING DESIGN 10/18/06 Ftg Width (FW)= 1 ft U.S.D. Factor = 1.65 Ftg Depth (FD)= 1 ft fc= 2000 psi Soil Bearing (SB)= 1500 psf 2 WAY Ovc = 152.1 psi Max. Soil Brg. = 2000 psf 1 WAY Ovc = 76.0 psi Incr. Width (IW)= 0 psf Incr. Depth (ID)= 200 psf WAY a1 ( col. dim.) = 6 in As B = Horizontal footing width t = Vertical footing thickness a1 = Least column (or base plate) dimension Q net = Net allowable soil bearing capacity A = Plan area of footing P max = Maximum allowable column load based upon Q net E= Embedment of Ftg. Example: Qall. ={(E-FD)xlD)+{(B-FW)x2xlW)+SB Q net = Q all. - (E x (150-110)) A = (B)^2 P max:Q net xA FDN-2 vu = Applied ultimate unit shear due to P max Ovc = Allowable ultimate unit shear Mu = Applied ultimate footing moment d = Effective depth of reinforcing steel a2 = Effective depth of concrete stress block OMn = Allowable ultimate footing moment. * indicates As req'd = (4/3)*As < As min. 2 1 + indicates As req'd = As min. WAY WAY As As B E t Q net P max vu vu Mu Fy req'd # BAR used d OMn Mu/ (ft) (ft) (ft) (psf) (kip) (psi) (psi) (f -k) (ksi) (in "2) BAR SIZE (in "2) (in) (f -k) OMn 1.25 x 1 1 1460 2.3 8.0 -7.6 0.2 40 0.01 * 2 4 0.40 8.3 9.5 2% 1.5 x 1 1 1460 3.3 11.5 -4.6 0.5 40 0.02 * 2 4 0.40 8.3 9.6 5% 1.75 x 1 1 1460 4.5 15.7 -1.5 0.8 40 0.04 * 2 4 0.40 8.3 9.6 9% 2 2 x 1 1 1460 5.8 20.5 1.5 1.4 40 0.07 * 2 4 0.40 8.3 9.7 14% 2.25 x 1 1 1460 7.4 25.9 4.6 2.1 40 0.11 * 2 4 0.40 8.3 9.7 21% 2.5 x 1 1 1460 9.1 32.0 7.6 3.0 40 0.16 * 2 4 0.40 8.3 9.7 31% 2.75 x 1 1 1460 11.0 38.7 10.6 4.2 40 0.23 * 2 4 0.40 8.3 9.7 43% 3 x 1 1 1460 13.1 46.1 13.7 5.6 40 0.31 * 2 4 0.40 8.3 9.7 58% 3.25 x 1 1 1460 15.4 54.1 16.7 7.4 40 0.40 * 2 4 0.40 8.3 9.8 76% 3.5 x 1 1 1460 17.9 62.8 19.8 9.5 40 0.52 * 3 4 0.60 8.3 14.5 65% 3.75 x 1 1 1460 20.5 72.0 22.8 11.9 40 0.65 * 4 4 0.80 8.3 19.3 62% 4 x 1 1 1460 23.4 82.0 25.9 14.8 40 0.81 * 4 4 0.80 8.3 19.3 76% 4.25 x 1 1 1460 26.4 95.9 30.0 18.0 60 0.68 * 4 5 1.24 8.1 42.6 42% 4.5 x 1 1 1460 29.6 107.6 33.1 21.7 60 0.82 * 4 5 1.24 8.1 42.7 51% 4.75 x 1 1 1460 32.9 119.8 36.2 25.8 60 0.98 * 4 5 1.24 8.1 42.8 60% 5 x 1 1 1460 36.5 132.8 39.3 30.5 60 1.16 * 4 5 1.24 8.1 43.0 71% 5.25 x 1 1 1460 40.2 146.4 42.4 35.7 60 1.36 * 5 5 1.55 8.1 53.2 67% 5.5 x 1.25 1.25 1500 45.4 99.2 29.4 42.5 60 1.16 * 5 5 1.55 11.1 74.3 57%- 5.75 x 1.25 1.25 1500 49.6 108.4 31.8 49.0 60 1.34 * 5 5 1.55 11.1 74.4 66% 6 x 1.25 1.25 1500 54.0 118.0 34.1 56.2 60 1.54 * 5 5 1.55 11.1 74.5 75% 6.5 x 1.25 1.25 1500 63.4 138.5 38.7 72.4 60 2.00 * 7 5 2.17 11.1 103.2 70% 7 x 1.5 1.5 1540 75.5 110.3 31.3 93.9 60 2.03 * 7 5 2.17 14.1 132.9 71% 7.5 x 1.5 1.5 1540 86.6 . 126.7 35.1 116.7 60 2.53 * 8 5 2.48 14.1 151.5 77% 8 x 1.5 1.5 1540 98.6 147.4 39.6 142.9 60 3.15 * 8 6 3.52 13.9 209.5 68% PROJECT SKW Na MACDONALD RESIDENCE B G. JOB Ne ".TOG ffmSTRUCTURAL ENGINEERING °N! 'tCP-4-- BRIAN GOTTLIEB WWF a am [: ZD 03 Wa . RROAECT MacDonald Residence Remodel ITEM Lateral LA-rff-P-A-u B.G. STRUCTURAL ENGINEERING -9,sxor- 2 117 5 SHEET NO. Z g - JOB NO. ENGINEER 2o/2/ *---fm— 4off,.►5 -,3 g/7•5(p(5,S(46.)+0,s(l5)1-t-I(si)+-5(z lf1 , 1(zi( 14 -3664 - Rho Calculations: ROOF LEVEL: rmax Calculaitons ►_\:Sd!M MacDonald Residence Remodel sW # L V(plo Vi Vt Vi/Vt ri 1 F 852 852 20121 0.042 0.0423 2 F 674 674 20121 0.034 0.0335 3 8 426 3407 20121 0.169 0.2117 4.1 F 1136 1136 20121 0.056 0.0564 4.2 F 1136 1136 20121 0.056 0.0564 5.1 F 662 662 20121 0.033 0.0329 Ab= 2975 sW # L v pl Vi Vt Vi/Vt ri 6 16 213 3407 20121 0.169 0.1058 7.1 6.75 382 2575 20121 0.128 0.1896 7.2 9.25 382 3529 20121 0.175 0.1896 Per: 1630.1.1 ri max = 0.2117 rho = 0.2676 rho <= 1.00 therefore rho =1.00 z% ri max = 0.2117 rho = 0.2676 ri max = 0.1896 rho = 0.0662 SHEAR WALLS: Level= HR MacDonald Residence Remodel Unit Load = 6.76 osf rho =0 27 V=A 7R ncf Line Trib. Area Shear lbs V Above lbs V Total lbs Length(s) (ft v (plo Use SW # HD segmen len th Wrm (plo jWwall s Add'I oint load Wall H t. I OTM 0.85 Factored RM Uplift Use. 1 252 1704 1704 2.00 851.8 SM 24-8 2 54 17 0 8 13628 323 8403 N/A 2 200 1349 1349 2.00 674.3 SM 24-8 2 180 17 0 8 10789 537 6475 N/A 3 504 3407 3407 8.00 425.9 3 !/ 8 261 17 0 8 27256 10798 2170 PHD2 4 504 3407 3407 3.00 1135.7 2 -SSW 18x10 1.5 364 17 0 10 17035 511 15253 N/A 5 147 994 994 1.50 662.5 SSW 18x10 1.5 182 17 0 10 9937 337 8862 N/A 6 504 3407 3407 16.00 212.9 2 16 78 17 0 10 34070 26982 455 N/A 7 903 6104 6104 16.00 381.5 3 6.75 78 17 0 10 25752 4802 3308 PHD5 0 0 1.00 0.0 1 1 9 0 1 8 1 0 31 -53 8.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760-568-3553 Voice 760-568-5681 Fax Description Shear Wall 1 General Information Title : MacDonald Residence Remodel Job # 887.06 Dsgnr: BG Date: 1:40PM, 19 OCT 06 Zv " Description Scope : Plywood Shear Wall & Footing Page1 s:\ec-dataltroche 887-06.ecw Lateral Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 2 Wall Length 2.000 ft End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 8.000 ft Seismic Factor 0.210 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 15/32" Ht / Length 4.000 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 54.00 #/ft 0.00 ft to 2.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 851.80 #/ft 2.000ft = 1,703.60 lbs Uniform Shear @ Top of Wall 0.00 #/ft 2.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 3.500 ft Concrete Weight 145.00 pcf Wall Length 2.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 3.500 ft fc 2,500.00 psi Footing Length 9.000 ft Fy 60,000.00 psi Footing Width 2.00 ft Min. Steel As % 0.00140 Footing Thickness 24.00 in p ziummary I Design OK Wall Summary... Using 15/32" Thick Structural I on 2 side/s, Nailing is 8d at 3 in @ Edges, 8d at 12 in @ Field Applied Shear= 880.4#/ft, Capacity= 1,100.000#/ft -> OK Wall Overturning = 13,857.3ft-#, Resisting Moment = 380.Oft-#, End Uplift = 6,738.64lbs Max. Soil Pressures: @ Left= 1,336.5psf, @ Right= 1,336.5psf Sill Bolting: 1/2" Bolts @ 11.51 in, 5/8" Bolts @ 18.04in, 3/4" Bolts @ 25.92in Footing Summary... Max. Footing Shear = 5.21 psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.71 in2, @ Right = 0.71 in2 Minimum Overturning Stability Ratio = 1.636: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD8A, Capacity = 7460lbs HD8A, Capacity = 7460lbs HD7, Capacity = 7550lbs HD7, Capacity = 7550lbs HD10A, Capacity = 9540lbs HD10A, Capacity = 9540lbs HD9, Capacity = 8565lbs HD9, Capacity = 8565lbs B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760-568-3553 Voice 760-568-5681 Fax Rev: 560100 User: KW -0603989, Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software Description Shear Wall 1 Title : MacDonald Residence Remodel Job # 887.06 Dsgnr: BG Date: 1:40PM, 19 OCT 06 Za( Description : Scope : Plywood Shear Wall & Footing s:\ecdata\lroche887-06.ecge2 ate Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 3.103 ft 3.103 ft Soil Pressure @ LEFT Side of Footing 1,336.52 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,336.52 psf Moments... Actual Mu @ Left Wall Edge 8,699.83 ft-# 8,699.83 ft-# Actual Mu @ Right Wall Edge 3,730.13 ft-# 3,730.13 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @'d' from Right Wall Edge Allowable Vin Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 5.205 psi 1.777 psi 100.000 psi 17,378.72 ft-# 28,440.00 ft-# 1.636 :1 1.777 psi 5.205 psi 100.000 psi 17,378.72 ft-# 28,440.00 ft-# 1.636 :1 ' 1' B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760-568-3553 Voice 760-568-5681 Fax Rev: 560100 User: KW -0603989, Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software Description Shear Wall 2 Title: MacDonald Residence Remodel Job # 887.06 Dsgnr: BG Date: 1:43PM, 19 OCT 06 Description Scope Plywood Shear Wall & Footing Page 1 s:1ec<lata\troche 887-06.ecw:Calculations General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements k, # Plywood Layers 2 Wall Length 2.000 ft End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 8.000 ft Seismic Factor 0.210 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 15/32" Ht / Length 4.000 Stud Spacing 16.00 in 2.000 ft = 0.00 lbs Loads 0.00 lbs Vertical Loads... 0.00 lbs Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft 145.00 pcf Uniform Load # 1 180.00 #/ft 0.00 ft to 2.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 674.30 #/ft 2.000 ft = 1,348.60 lbs Uniform Shear @ Top of Wall 0.00 #/ft 2.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing. Past Left Edge of Wall 3.000 ft Concrete Weight 145.00 pcf Wall Length 2.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 3.000 ft pc 2,500.00 psi Footing Length 8.000 ft Fy 60,000.00 psi Footing Width 2.00 ft Min. Steel As % 0.00140 Footing Thickness 24.00 in Design OK Wall Summary... Using 15/32" Thick Structural I on 2 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 702.9#/ft, Capacity = 860.000#/ft -> OK Wall Overturning = 11,017.3ft-#, Resisting Moment = 632.Oft-#, End Uplift = 5,192.64lbs . Max. Soil Pressures: @ Left = 1,276.3psf, @ Right = 1,276.3psf Sill Bolting: 1/2" Bolts @ 14.42in, 5/8" Bolts @ 22.59in, 3/4" Bolts @ 32.47in Footing Summary... Max. Footing Shear = 3.23psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.71 in2, @ Right = 0.71 in2 Minimum Overturning Stability Ratio = 1.710: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... PHD6, Capacity'= 5860lbs PHD6, Capacity = 5860lbs HD6, Capacity = 6080lbs HD6, Capacity = 6080lbs PHD8, Capacity = 6730lbs PHD8, Capacity = 6730lbs HD8A, Capacity = 7460lbs HD8A, Capacity = 7460lbs f3.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760-568-3553 Voice 760-568-5681 Fax Rev: 560100 User: KW -0603989, Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software Description Shear Wall 2 Title : MacDonald Residence Remodel Job # 887.06 Dsgnr: BG Date: 1:43PM, 19 OCT 06 3 Description : Scope : Plywood Shear Wall & Footing Page z s:\ec-data\troche 887-06.ecw:Calculations Footing Analysis 3.231 psi 1.066 psi vu/.85 @ 'd' from Right Wall Edge Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.623 ft 2.623 ft Soil Pressure @ LEFT Side of Footing 1,276.25 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,276.25 psf Moments... 1.710 :1 1.710 :1 Actual Mu @ Left Wall Edge 6,467.31 ft-# 6,467.31 ft-# Actual Mu @ Right Wall Edge 2,740.50 ft-# 2,740.50 ft-# Shears... vu/.85 @'d' from Left Wall Edge 3.231 psi 1.066 psi vu/.85 @ 'd' from Right Wall Edge 1.066 psi 3.231 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 13,828.72 ft-# 13,828.72 ft-# Resisting Moment 23,648.00 ft-# 23,648.00 ft-# Overturning Stability Ratio 1.710 :1 1.710 :1 B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760-568-3553 Voice 760-568-5681 Fax Rev: 560100 User. KW -0603989, Ver 5.6.1, 25 -Oct -2002 (01983-2002 ENERCALC Engineering Software Description Shear Wall 4 General Information Title : MacDonald Residence Remodel Job # 887.06 Dsgnr: BG Date: 2:32PM, 19 OCT 06 ti Description Scope Plywood Shear Wall & Footing Page 1 s:1ec-datakroche 887-06.ecw Calculations Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 2 Wall Length 1.500 ft End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 10.000 ft Seismic Factor 0.210 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 15/32" Ht/Length 6.667 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 364.00 #/ft 0.00 ft to 1.50 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 1,135.70 #/ft 1.500ft = 1,703.55 lbs Uniform Shear @ Top of Wall 0.00 #/ft 1.500ft = 0.00 lbs Strufforce Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 2.000 ft Concrete Weight 145.00 pcf Wall Length 1.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 6.000 ft pc 2,500.00 psi Footing Length 9.500 ft Fy 60,000.00 psi Footing Width 2.00 ft Min. Steel As % 0.00140 Footing Thickness 24.00 in Design OK Wall Summary... Using 1.5/32" Thick Structural I on 2 side/s, Nailing is 8d at 2 in @ Edges, 8d at 12 in @ Field Applied Shear= 1,171.4#/ft, Capacity= 1,460.000#/ft -> OK Wall Overturning = 17,303.3ft-#, Resisting Moment= 600.8ft-#, End Uplift = 11,135.001bs Max. Soil Pressures: @ Left = 1,756.6psf, @ Right = 1,233.6psf Sill Bolting: 1/2" Bolts @ 8:65in, 5/8" Bolts @ 13.56in, 3/4" Bolts @ 19.48in Footing Summary... Max. Footing Shear = 9.17psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.71 in2, @ Right = 0.71 in2 Minimum Overturning Stability Ratio = 1.536 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... All Hold Downs for Post Size & Force Inadequa All Hold Downs for Post Size & Force Inadequa 4. r' - B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760-568-3553 Voice 760-568-5681 Fax Rev: 560100 User: KW -0603989, Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software Description Shear Wall 4 Title : MacDonald Residence Remodel Job # 887.06 Dsgnr: BG Date: 2:32PM, 19 OCT 06 3 3 Description : Scope : Plywood Shear Wall & Footing s:%ec-data\troche Page 2 Footing Analysis 0.000 psi 5.331 psi Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 3.552 ft 3.045 ft Soil Pressure @ LEFT Side of Footing 1,756.63 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,233.64 psf Moments... Actual Mu @ Left Wall Edge 4,846.48 ft-# 17,761.22 ft-# Actual Mu @ Right Wall Edge 3,653.86 ft-# 1,218.00 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 0.000 psi 0.000 psi 5.331 psi 9.168 psi 100.000 psi 100.000 psi 20,817.45 ft-# 20,817.45 ft-# 31,985.25 ft-# 35,189.25 ft-# 1.536 :1 1.690 :1 "` '` 'B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760-568-3553 Voice 760-568-5681 Fax Rev: '60160 KW-000603989, Ver 5.6.1, 25-0G-2002 Description Shear Wall 5 General Information Title : MacDonald Residence Remodel Dsgnr: BG Date Description Scope : Plywood Shear Wall & Footing Job # 887.06 2:41 PM, 19 OCT 06 Page 1 sAec-data troche 887-06.ecw: Lateral Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 2 Wall Length 1.500 ft End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 10.000 ft Seismic Factor 0.210 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 15/32" Ht / Length 6.667 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 182.00 #/ft 0.00 ft to 1.50 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 662.50 #/ft ' 1.500 ft = 993.75 lbs Uniform Shear @ Top of Wall 0.00 #/ft 1.500ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 2.750 ft Concrete Weight 145.00 pcf Wall Length 1.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 2.750 ft fc 2,500.00 psi Footing Length 7.000 ft Fy 60,000.00 psi Footing Width 2.42 ft Min. Steel As % 0.00140 Footing Thickness 24.00 in S Design OK Wall Summary... Using 15/32" Thick Structural I on 2 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 698.2#/ft, Capacity = 860.000#/ft -> OK Wall Overturning = 10,205.3ft-#, Resisting Moment = 396.Oft-#, End Uplift = 6,539.50lbs Max. Soil Pressures: @ Left= 1,212.1 psf, @ Right= 1,212.1 psf Sill Bolting: 1/2" Bolts @ 14.52in, 5/8" Bolts @ 22.74in, 3/4" Bolts @ 32.69in 4f,04 Footing Summary... Max. Footing Shear = 2.07psi, Allowable = 100.00psi Bending Reinforcement Req'd @ Left = 0.85in2, @ Rig-> 0.85in Minimum Overturning Stability Ratio = 1.739: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... PHD8, Capacity = 6730lbs PHD8, Capacity = 6730lbs HD8A, Capacity = 7460lbs HD8A, Capacity = 7460lbs \ HD7, Capacity = 7550lbs HD7, Capacity = 7550lbs S C HD10A, Capacity = 9540lbs HD10A, Capacity = 9540lbs ,y 6,(642 4 if u) , E).G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760-568-3553 Voice 760-568-5681 Fax Rev: 560100' User. KW -0603989, Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software Description Shear Wall 5 Title : MacDonald Residence Remodel Job # 887.06 Dsgnr: BG Date: 2:41 PM, 19 OCT 06 Description : Scope: Plywood Shear Wall & Footing s:\ecrlata\troche 887-06.ecge2 Lateral Footing Analysis 2.075 psi 0.711 psi vu/.85 @ 'd' from Right Wall Edge Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.263 ft 2.263 ft Soil Pressure @ LEFT Side of Footing 1,212.06 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,212.06 psf Moments... 1.739 :1 1.739 :1 Actual Mu @ Left Wall Edge 6,021.70 ft-# 6,021.70 ft-# Actual Mu @ Right Wall Edge 2,782,91 ft-# 2,782.91 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 2.075 psi 0.711 psi vu/.85 @ 'd' from Right Wall Edge 0.711 psi 2.075 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 12,299.85 ft-# 12,299.85 ft-# Resisting Moment 21,389.45 ft-# 21,389.45 ft-# Overturning Stability Ratio 1.739 :1 1.739 :1 Shear Wall Schedule Per 1997 UBC Shear walls to span from sill plate to double top plate. Shear walls to be continuous above and below all openings. Exterior walls to be: 7/8" thk. stucco w/ Portland cement plaster w/ 1.4# per sq. yd., 17ga. galv. wire lath and 16 ga. Staples (w/ 7/8" legs) at 6" o/c. E.N. & 12" o/c. F.N. * Plywood as furring 1 3/8" thick wall sheathing, exp. 1 w/ 8d nails at 6" o/c edges & 12" o/c field 5/8" dia. A.B. at 32" o/c. w/ 2"x 2"x 3/16" washers Shear transfer: Solid blocking — "Simpson" A35 at 24" o/c each block TJI block— 6-16d each block 2 3/8" thick wall sheathing, exp. 1 w/ 8d nails at 4" o/c edges & 12" o/c field 5/8" dia. A.B. at 24" o/c. w/ 2"x 2"x 3/16" washers Shear transfer: Solid blocking — "Simpson" A35 at 16" o/c each block TJI block— 8-16d each block 3 3/8" thick wall sheathing, exp. 1 w/ 8d nails at 3" o/c edges & 12" o/c field 5/8" dia. A.B. at 12" o/c. w/ 2"x 2"x 3/16" washers 3x studs & blocking at all adjoining panel edges Shear transfer: Solid blocking — "Simpson" A35 at 12" o/c each block TJI block— 12-16d each block "4.(o B.G. STRUCTURAL ENGINEERING BRIAN GOTTLIEB - CIVIL ENGINEER - Lic. No. C33047 43-100 Cook Street, Suite 203 Palm desert, CA 92211 (760) 568-3553 (760) 568-5681 Fax MacDonald Residence Remodel Troche Design 45-360 Driftwood Drive Palm Desert, CA. 92260 Job Number: 887.06 January 22, 2007 Owner Revisions ,p 3pN 31 2401 ??,0FESS/0 GO * Exp.6-30 s C ,IOF CA XFC)oIVIC. P VALID ONLY IF SIGNED IN RED MacDonald Residence I SHEET NO. Remodel B.G. STRUCTURAL JOB NO. ITEM $$7 Rafters ENGINEERING °^ Jan. 21 - 4 B.G. Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA. 92211 760-568-3553 Voice 760-568-5681 Fax Rev: 560100 User: KW -0603989, Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software Description Rafters J4 Title : MacDonald Residence Remodel Job # 887.06 ,Z Dsgnr: BG Date: 2:23PM, 21 JAN 07 Description Scope Timber Beam& Joist Page 1 s:\ec-dataltroche 887-06.ecw:Rafters Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements A Timber Section 2-2x10 Beam Width in 3.000 Beam Depth in 9.250 Le: Unbraced Length ft - 0.00 Timber Grade Douglas Fir- Larch, Fb - Basic Allow psi 875.0 Fv - Basic Allow psi 95.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.250 Member Type Sawn Repetitive Status No Center Span Data Span ft 19.00 Dead Load #/ft 34.00 Live Load #/ft 27.00 Results Ratio = 0.6417 Mmax @ Center in -k 33.03 @ X = ft 9.50 fb : Actual psi 772.1 Fb : Allowable psi 1,203.1 Bending OK fv : Actual psi 28.8 Fv : Allowable psi 118.8 Shear OK Reactions @ Left End DL lbs 323.00 LL lbs 256.50 Max. DL+LL lbs 579.50 @ Right End DL lbs 323.00 LL lbs 256.50 Max. DL+LL lbs 579.50 Deflections Ratio OK Center DL fl De in -0.315 L/Defl Ratio 724.0 Center LL Defl in -0.250 L/Defl Ratio 911.7 Center Total Defl in -0.565 Location ft 9.500 L/Defl Ratio 403.6 PROJECT SHEET NO. .2 MacDonald Residence Remodel B.G. STRU CTU RAL JOB N0. 11 887.06 ITEM Beams ENGINEERING DATE Jan. 2007 ENGINEER B.G. Structural Engineering, Inc. Title : MacDonald Residence Remodel Job # 887.06 43-100 Cook Street, Suite 203 Dsgnr: BG Date: 2:29PM, 21 JAN 07 Palm Desert, CA. 92211 Description 760-568-3553 Voice Scope 760-568-5681 Fax Rev: 560100 User: KW -0603989, Ver 5.6.1, 25-00-2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software sAecdataltroche 887-06.ecw:Calculations Description Beam B10 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x15.0 Center Span 18.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft ..:..Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft .....Lu 0.00 ft Member Type G161 -am Douglas Fir, 24F - V8 9.000 ft ...Length/Deft Bm Wt. Added to Loads 0.0 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 36.000pcf E 1,800.0ksi Full Length Uniform Loads Center DL 337.00 #/ft LL 290.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 18.00ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio 0.686 : 1 Dead Load Total Load Left Cantilever... Dead Load. Total Load Maximum Moment -0.324 in 26.2 k -ft Maximum Shear * 1.5 7.5 k Allowable 9.000 ft ...Length/Deft 38.2 k -ft 0.0 Allowable 666.1 14.6 k Max. Positive Moment 26.17 k -ft at 9.000 ft Shear: @ Left 5.82 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.0 @ Right 5.82 k Max @ Left Support 0.00 k -ft @ Right Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.486 in Max. M allow 38.17 Reactions... Ck 22.210 Le @ Right 0.000 in fb 1,634.14 psi fv 98.05 psi Left DL 3.21 k Max 5.82 k Fb 2,383.50 psi Fv 190.00.psi Right DL 3.21 k Max 5.82 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load. Total Load Deflection -0.324 in -0.588 in Deflection 0.000 in 0.000 in ...Location 9.000 ft 9.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 666.1 367.17 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.486 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 192.188 in3 Area 76.875 in2 Cv 0.993 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 26.17 k -ft 13.1.77 in3 2,383.50 psi @ Left Support 0.00 k -ft 0.00 in3 2,383.50 psi @ Right Support 0.00 k -ft 0.00 in3 2,383.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.54 k 7.54 k Area Required 39.671 in2 39.671 in2 Fv: Allowable 190.00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 5.82 k Bearing Length Req'd 2.026 in Max. Right Reaction 5.82 k Bearing Length Req'd 2.026 in PROJECT SHEET NO. MacDonald Residence Remodel B.G. STRUCTURAL JOB NO. ITEM. ENGINEERING DATE 887.06 Columns /Foundations Jan. 2007 ENGINEER BG . Z 58 Co G l0(0 3 2-1 PROJECT MacDonald Residence Remodel ITEM s Columns B.G. STRUCTURAL ENGINEERING SHEET NO. JOB NO. ENGINEER 97 WOOD POST (4X WALL) 1 1/21 /2007 Fc Perpendicular 0.04"= 625 PSI Fc Perpendicular 0.02"= 456 PSI D.F. #2 Fc= 1300 PSI d= 3.5 IN. 4X6 4X8 4X10 4X12 E= 1.6 X 10^6 PSI L Ud Fce AREA 19.25 25.38 32.38 39.38 Cd= Cf-- 1.00 1.00 5 17.14 si 1633 Fc 993 P 19.11 P 25.19 P P 32.13 39.08 6 20.57 1134 835 16.07 21.18 27.02 32.87 G Z 7 24.00 833 682 13.14 17.32 22.10 26.87 8 27.43 638 555 10.69 14.09 17.98 21.86 9 30.86 504 455 8.76 11.55 14.73 17.92 10 34.29 408 377 7.27 9.58 12.22 14.86 11 37.71 337 317 6.10 8.04 10.26 12.48 12 41.14 284 269 5.19 6.84 8.72. 10.61 13 44.57 242 232 4.46 5.88 7.50 9.12 14 48.00 208 201 3.87 5.10 6.51 7.91 625 12.03 15.86 20.23 24.61 456 8.78 11.58 14.77 17.96 D.F. #1 Fc= 1450 PSI d= 3.5 IN. 4X6 4X8 4X10 4X12 E= 1.7 X 10^6 PSI L Ud Fce AREA 19.25 25.38 32.38 39.38 Cd= Cf= 1.00 1.00 5 17.14 Si 1735 Fc 1086 P 20.91 P 27.57 p P 35.17 42.78 6 20.57 1205 905 17.42 22.96 29.29 35.63 7 24.00 885 735 14.14 18.64 23.78 28.92 8 27.43 678 595 11.45 15.10 19.27 23.43 9 30.86 536 486 9.37 12.34 15.75 19.16 10. 34.29 434 403 7.75 10.22 13.04 15.86 11 37.71 359 338 6.51 8.58 10.94 13.31 12 41.14 301 287 5.53 7.29 9.30 11.30 -13 44.57 257 247 4.75 6.26 7.98 9.71 14 48.00 2LI 2144.12 5.43 6.93 8.42 625 12.03 15.86 20.23 24.61 456 8.78 11.58 14.77 17.96 D.F. #1 & BTR d= 3.5 IN. Fc= 1500 PSI 4X6 4X8 4X10 4X12 E= 1.8 X 10^6 PSI L L/d Fce AREA 19.25 25.38 32.38 39.38 Cd= Cf-- 1.00 1.00 17.14 Si 1838 Fc 1134 P 21.83 p 28.78 p P5 36.72 44.66 6 20.57 1276 949 18.27 24.08 30.73 37.37 7 24.00 938 773 14.88 19.62 25.03 30.44 8 27.43 718 628 12.08 15.92 20.32 24.71 9 30.86 567 514 9.89 13.03 16.63 20.22 10 34.29 459 426 8.19 10.80 13.78 16.76 11 37.71 380 357 6.88 9.07 11.57 14.07 12 41.14 319- 304 5.84 7.70 9.83 11.95 13 44.57 272 261 .5.02 6.62 8.44 10.27 14 48.00 234 226 4.36 5.74 7.33 8.91 625 12.03 15.86 20.23 24.61 456 8.78 11.58 14.77 17.96 MacDonald Residence Remodel ITEM "` Foundations PAD FOOTING DESIGN Ftg Width (FW)= 1 ft Ftg Depth (FD)= 1 ft Soil Bearing (SB)= 1500 psf Max. Soil Brg. = 2000 psf Incr. Width (IW)= 0 psf Incr. Depth (ID)= 200 psf a1 ( col. dim.) = 6 in SHEET N0. B.G. STRUCTURAL JOB NO. 887.06 ENGINEERING DATE Jan. 2001 ENGINEER 1/21 /07 U.S.D. Factor= 1.65 fc= 2000 psi 2 WAY Ovc = 152.1 psi 1 WAY Ovc = 76.0 psi B = Horizontal footing width t = Vertical footing thickness a1 = Least column (or base plate) dimension Q net= Net allowable soil bearing capacity A = Plan area of footing P max = Maximum allowable column load based upon Q net E= Embedment of Ftg. FDN-2 vu = Applied ultimate unit shear due to P max Ovc = Allowable ultimate unit shear Mu = Applied ultimate footing moment d = Effective depth of reinforcing steel a2 = Effective depth of concrete stress block OMn = Allowable ultimate footing moment Example: Qall. ={(E- FD) xID) +{(B- FW) x2xIW)+SB Q net = Q all. - (E x (150-110)) A = (B)^2 P max: Q net x A * indicates As req'd = (4/3)*As < As min. 2 WAY 1 WAY + indicates As req'd =. As min. B (ft) E (ft) t (ft) Q net (psf) P max vu (kip) (Psi) vu Mu Fy As req'd # BAR As used d OMn Mu/ 1.25 x 1 1 1460 2.3 8.0 (Psi) (f -k) (ksi) (in "2) BAR SIZE (in"2) (m) (f k) OMn .1.5 x 1 1 1460 3.3 11.5 -7.6 -4.6 0.2 0.5 40 40 0.01 0.02 * 2 4 0.40 8.3 9.5 2% 1.75 x 1 1 1460 4.5 15.7 -1.5 0.8 40 0.04 2 2 4 0.40 8.3 9.6 5% 2 x 1 1 1460 5.8 20.5 1.5 1.4 40 0.07 * 2 4 0.40 8.3 9.6 9% 2.25 x 1 1 1460 7.4 25.9 4.6 2.1 40 0.11 * 2 4 0.40 8.3 9.7 14% 2.5 x 1 1 1460 9.1 32.0 7.6 3.0 40 0.16 * 2 4 0.40. 8.3 9.7 21% 2.75 x 1 1 1460 11.0 38.7 10.6 4.2 40 0.23 * 2 4 0.40 8.3 9.7 31 3 x 1 1 1460 13.1 46.1 13.7 5.6 40 0.31 * 2 4 0.40 8.3 9.7 43% 3.25 x 1 1 1460 15.4 54.1 16.7 7.4 40 0.40 * 2 4 0.40 8.3 9.7 58% 3.5 x 1 1 1460 17.9 62.8 19.8 9.5 40 0.52 * 3 4 0.40 8.3 9.8 76% 3.75 x 1 1 1460 20.5 72.0 22.8 11.9 40 0.65 * 4 4 0.60 8.3 14.5 65% 4 x 1 1 1460 23.4 82.0 25.9 14.8 40 0.81 * 4 4 0.80 8.3 19.3 62% 4.25 x 1 1 .1460 26.4 95.9 30.0 18.0 60 0.68 4 4 0.80 8.3 19.3 76% 4.5 x 1 1 1460 29.6 107.6 33.1 21.7 60 0.82 * ,, 4 5 1.24 8.1 42.6 42% 4.75 x 1 1 1460 32.9. 119.8 36.2 25.8 60 0.98 * 4 5 1.24 8.1 42.7 51% 5 x 1 1 1460 36.5 132:8 39.3 30.5 60 1.16 * 4 5 1.24 8.1 S 42.8 ' 60% 5.25 x 1 1 1460 40.2 146.4 42.4 35.7 60 1.36 5 5 1.24 8.1 43.0 71% 5.5 x 1.25 1.25 1500 45.4 99.2 29.4 42.5 60 * 5 1.55 8.1 53.2 67% 5.75 x 1.25 1.25 1500 49.6 108.4 31.8 49.0 60 .1.16 1.34 * 5 5 1.55 11.1 74.3 57% 6 x 1.25 1.25 1500 54.0 118.0 34.1 56.2 60 1.54 * 5 5 5 1.55 11.1 74.4 66% 6.5 x 1.25 1.25 1500 63.4 138.5 38.7 72.4 60 2.00 * 7 5 1.55 11.1 74.5 75% 7 x 1.5 1.5 1540 75.5 110.3 31.3 93.9 60 2.03 * 7 5 2.17 11.1 103.2 70% 7.5 x 1.5 1.5 1540 86.6 126.7 35.1 116.7 60 2.53 * 8 5 2.17 14.1 132.9 71% 8 x 1.5 1.5 1540 98.6. 147.4 39.6 142.9 60 3.15 * 8 5 2.48 14.1 151.5 77% 6 3.52 13.9 209.5 68% 0 0 • • 0 jmxm/. TRUSS.: GJR BUILDERS MACDONALD ADDITION CITY ®& I E A BUILDING APPROVED FOR CONST DAT 0 01/19/07 WOOD TRUSS P 'CALCULATIONS AND PLACEMENT PLAN SOUTHWEST'S LEADING TRUSS MANUFACTURER 35325 DATE PALM DRIVE, SUITE 225 41892 ENTERPRISE CIRCLE S, SUITE B 2936 S. AVENUE 3 1/2 E. CATHEDRAL CITY, CA 92234 TEMECULA, CA 92590 YUMA, AZ 85365 PHONE 760.2023699 PHONE 951-694a281 PHONE 888-712.6874 FAx 760.202.4399 FAx 951.6943283 FAx 928-3444303 httl2://www.jmwtruss.com oO N • NIS Iv O 1i i • p Q) S. e rn tj Y ,33: C/) F t7qK Yl F t 'ry rl 'r { e { • r 1 r1` Ill V wry n 'I _ f3 ..i -, b l THIS IS ATRUSS PLACEMENT DIAGRAM ONLY, These trusses ore designed as individual' building components to be SHO DRAWING OVAL Incorparoted into the tildine desyn of theop"Itkoticn of the busting desfirw See Individual dealgn sheets for earn truss design idenglisd on the plocement drawing. The building designer is responsible for lemporary and pemronent bracing Of the roof ond'noor eyatem ono for the overon structure. The Design of the trona support structure•Inclueinq neodero. Oaoma, ppor str ludingl THIS LAYOUT IS THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRUSS LAYOUTS. RENEW AND APPROVAL OF THIS LAYOUT MUST BE RECEIVED BEFORE ANY TRUSSES MILL BE BUILT. VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU. ANY CHANGES OR .0113, one caWmna 1s the responsi011it of the buile1 desi her. ra• Y n9 9 general guidance braclnq, wood &.sm oro able ham the Truss Plate Institute, 78! D'Thihio DNve; 4adimn, e/ SJIIA '&oNnq of ALTERATIONS TO THIS LAYOUT MUST BE NOTED ON THIS DRAWING & INITIALED BELOW BY BUILDER OR HIS ER REPRESENTATIVE /H Approved Dote: Tient: GJR B UILDERS I' A e1 P- R Q* Job Desc.: MA CD O1 TALD ADDI TIO1V JMW TRUSS ' Site Information: , y N LA Q UINTA, CA m 4 Committed to Excellence Scale: N.r.s Dote: 12/21/06 Drown By:MICHAELGAURE o 66120122• NO EXCEPTION ( j MAKE CORRECTIONS TAKEN NOTED [)REJECTED (j REVISE AND RESUBMIT [ J SUBMIT SPECIFIED ITEM Checking is only for general conformance with ft design concept of the project and the gen" compliance with the information given In #0 contract documents. Any action shown is subjecttd the requirements of the plans and speciti, Contractor is responsibb for; d"omensions ~ shall be confirmed and correlated at the job aft fabrication processes and techniques of construction; coordination of his work with fillet of other trades; and the satisfactory perfonnx Cf his wlork M STRUCTURAL EWINIEERR016 JAN 2 2.2007 BY _ I a • ME 0 0 • • • 0 • 0 0 n u 0 E u • 0 L J MW Truss. 6nniniilk7G/& Cnr//eiicn Re: B6120122 MACDONALD ADDITION Design / Engineering Office 35-325 Date Palm Dr., Suite 225 Cathedral City, CA 92234 (760) 202-3699 1 Fax: (760) 202-4399 The attached truss drawings have been prepared by JMW Truss and Component, under my direct supervision based on the parameters provided by: GJR BUILDERS Pages or sheets covered by this seals: 3 Jiqiang, Cao The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1995 Sec. 2. FESS/ONq\ JDANG C 66380 m a EXP. 06/30/08 F CAE F January 19, 2007 Job Truss Truss Type Oty _ Pty TRUSS Al SCISSORS 1 1 001 Job Reference o tional JMW TRUSS, CATHEDRAL CITY, CA 6.200 s Oct 18 2005 MiTek Industries, Inc. Fri Jan 19 09:03:22 2007 Page 1 6-6-0 7-10-0 8-3-8 13-0-0 6-6-0 1-4-0 0-5-8 4-8-8 4x4 M1120= Smle =1:21. 2 812DMI1201 3 . •_ - 4.00 12 w2 w7 T1 Srz rz 4— M1120 tt wt ST5 31A M112011 4 B - W9 -. STI Srz S W4 ST4 SxS MI120= 7 et 214 M112011 E'V2 1 S 1 2r4 M112011 14 4.00 12 8 2x4 M1120 11 3B NMI 6-6-0 7-10-0 8-3-8 13-0-0 6-6-0 1-4-0 0-5-8 4-8-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.03 8-9 >999 360 MI120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.05 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WS 0.67 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code UBC/TPI2002 (Matrix) Weight: 68 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 5-3-0 oc bracing. WEBS 2 X 4 HF Stud/Std G 'Except` EV12X6HFNo.2,EV22X4HFNo.2,W72X6HFNo.2 OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 10=29610-5-8,5=174/0-5-8,11=504/0-5-8 Max Horz 10=221 (load case 6) Max Uplift 10=-411(load case 6), 5=-385(load case 7), 11=-29(load case 7) Max Grav 10=680(load case 12), 5=519(load case 4), 11=578(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 9.10=-9/87, 1-10=590/384, 1-2=1415/1123, 2-3=597/432, 3-4=871/915, 4-5=184(71 BOT CHORD 8-9=1170/1354,7-8=-268/245.5-6=-837/837 WEBS 1-8=-929/1087, 2-8=-99/35, 3.8=441/878, 611=0/81, 7-11=-56/0, 3-11=-559/46, 3-5=934/1025 NOTES (11) 1) Unbalanced roof live loads have been considered for this design. , 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; Category II; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 10, 5, 11 considers parallel to grain value using ANSI/TPI i angle to grain formula. Building designer should verify rapacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 Ib uplift at joint 10, 385 Ib uplift at joint 5 and 29 Ib uplift at joint 11. 9) This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom chord from 0.0-0 to 13-0-0 for 180.0 plf. 10) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that th' vcjF E SS parameter fits with the intended use of this component Q N41 11) Contractor to verify loadings and'dimensions to fabrication. prior O LOAD CASE(S) Standard J101ANG CAO 1t, - GO C 66380? EXP. 06/30/08 1!r F CALF January 19, 2007 0 TRUSS 6 1 1 s 6-6-0 8-3-8 6-6-0 1-9-8 4M MUM= 2 n u n L. Ll u r 1 0 002 Sm -120. 8 2x9 MI12011 6-6-0 8-3-8 6-6-0 1-9-8 LOADING (psf) SPACING 2-0-0 CSI " DEFL' ' in (loo) Vdefl- ' L/d PLATES ' GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.03 5.6 >999 360 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.05 5-0 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.20 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code UBC1TP12002 (Matrix) Weight: 38 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std G *Except* EV1 2 X 6 HF No.2, EV2 2 X 6 HF No.2 REACTIONS (Ib/size) 7=292/0-5-8, 8=292/0-5-8 Max Horz 7=-10(load case 3) Max Uplift7=-13(load case 3), 8=-1(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-7=0/87, 1-7=-248/44, 1-2=308/27, 2-3=-218/26, 4-8=-62/0, 3-8=-309/0 BOT CHORD 5-6---101138,4-5=40/51 WEBS 1-5=0/121, 2-5=-191/80,3-5=0/429 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 85moh; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; Category II; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 7, 8 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 Ib uplift at joint 7 and 1 Ib uplift at joint 8. 7) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component 8) Contractor to verify loadings and dimensions prior to fabrication. LOAD CASE(S) standard O Q*F ESS/ pN ! JIQIANG CAO FI-- C 66380 m EXP. 06/30/08 Vi F CA January 19, 2007 Job Truss Truss Type py Ply A3 SCISSORS 1 1 00 3 Job Reference (optional) JMW TRUSS, CATHEDRAL CITY, CA 6.200 s Oct 18 2005 MiTek Industries, Inc. Fri Jan 19 09:03:23 2007 Page 1 6-6-0 8-3-8 6-6-0 1-9-8 44 M1120= Sr .-1:70. 2 4x10 M1120 -- 1120=J 3 T2 -• 4.00147 - - W2 ST1 W0 Tl SR W5 4x10 MIRO= W, S 1 e2 ST0 5 W4 ST4 54 M1120= 4 a, 21A MII7011 7 - 7 4 4.00 l2 8 W Win 11 6-6-0 8-3-8 6-6-0 1-9-8 .Plate Offsets X.Y): [1:0-7-4.0-0-121.[3:0-7-4.0-G-12 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl L/dPLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.03 5-6 >999 360 M1120 185/148 TCDL 14.0 Lumber Increase 1.25 BC 0.31 Vert(TL) . -0.05 5-6 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.73 Horz(TL) 0.00 8 n/a rda BCDL 10.0 Code UBC1TP12002 (Matrix) Weight: 43lb LUMBER. BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins, except end verticals. BOT CHORD 2 X 4 HF Not BOT CHORD Rigid ceiling directly applied or 5-0-2 oc bracing. WEBS 2 X 4 HF Stud/Std G 'Except' EV1 2X6HFNo.2,EV22X6HFNo.2 OTHERS 2 X 4 HF Stud/Std G REACTIONS (Ib/size) 7=29210-5-8,8=292/0-5-8 Max Horz 7=-63(load case 6) Max Uplift7=-390(load case 6), 8=-378(load case 7) Max Grav7=669(load case 5), 8=669(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-7=0/87, 1-7=602/398, 1-2=1447/1133, 2-3=-479/255, 4.8=-64/0, 3-8=703/361 BOT CHORD 5-6--1138/1288,4-5=-281/300 WEBS 1-5=1010/1173, 2-5=-203/94, 3-5=-419/853 NOTES (11) . . Z. . . . .. . . . 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opsf; Category II; Exp C; enclosed; C -C Interior(1); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable studs spaced at 14-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 7, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 lb uplift at joint 7 and 378 Ib uplift at joint 8. dF E SS / 9) This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-3-8 for 180.0 plf. 10) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify tha parameter fits with the intended use of this component. 11) Contractor to verify loadings and dimensions prior to fabrication. JIQIANG CAO LOAD CASE(S) Standard Z C 66380 EXP. 06/30/08 F CAI.\F January 19, 2007 4 4 QUM& go 6P P.O. BOX 1504 No. 15708 BuildingS 78-495 CALLE TAMPICO Address 77-579 .1► 89 adrugada LA QUINTA, CALIFORNIA 92253 Owner Santa Rosa Cove H.O.A. Mailing BUILDING: TYPE CONST. OCC. GRP. Address 50107 Calle Oaxaca A.P. Number City Zip Tel. Ira 4uinta. 92253 Legal Description Contractor Sryan Universal$ Project Description Install new poly =atkai mn moan Address roof and coating cover exsist ii alt up 3 i2 Cz pr na roof. City Zip Tela Palm Springy 9226032-00-6022 State Lic. City & Classif. Lic. # 2233 Sq. Ft. No. No. Dw. Arch., Engr., Size Stories Units .Designer New ❑ Add ❑ Alter ❑ Repair ❑ Demolition ❑ Address Tel. City Zip State Lic. # LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Divislori 3 of the Business and Professions Code, and my license is in full force and effect. 74i - SIGNATURE - DATE OWNER -BUILDER DECLARATION Estimated Valuation I hereby affirm that 1 am exempt from the Contractor's°License Law for the following $12e567.00 reason: (Sec. 7031.5,Business and Professions Code: Any city or county which requires a permit to construct, after, improve, demoltsh, or repair any structure, prior to its issuance also requires the applicant for such permit to rile a signed statement that he is licensed pursuant to PERMIT AMOUNT the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that. he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by 'any applicant for a permit Plan Chk. Dep. subjects the applicant to a civil penalty of not more than rive hundred dollars ($500). - 0 1, as owner of the property, or my employees with wages as their.sole compensation, will Plan Chk. Bal. do the work, and the structure is not intended or offered for sale. (Sec.'7044, Buisness and Const. $3i3 0 Professions Code: The Contractor's License Law does not apply to an owner of property, who • builds or inproves thereon and who does such work himself or through his own employees, Mech. provided that such 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 Electrical of proving that he did not build or improve for the purpose of sale.) ❑ I, as owner of the property, am exclusively contracting with licensed contractors to con- Plumbing struct the project. (Sec. 7044, Business and -Professions Code: The Contractor's License Law does not apply to an, owner of property who builds or improves thereon, and who contracts for S.M.I. such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) Grading ❑ I am exempt under Sec. B. 8 P.C. for this reason Driveway Enc. Date Owner Infrastructure WORKERS' COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation, Insurance, or a certitied,c py thereof. (Sec. 3900, Labor Code.) Policy No. T !`j Company ' - ❑ Copy is filed with the city. O Certiiied copy is hereby furnished. TOTAL $30.01D CERTIFICATE EXEMPTION FROM REMARKS WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT, ff, after making this Certificate of Exemption you should become ZONE: BY: subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND / /, Y Side Street Setback from Center Line SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS (3100,000), IN ADDITION TO THE COST OF COMPENSATION, Side Setback from perty Line DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND `1 ATTORNEY'S FEES. I .Oi 11 This is a building permit when properly filled out, signed and validated, and is subject to FINAL DATE fSPECTOW^ expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. Issued by: Date Permit I agree to comply with all city and county ordinances and state laws relating to building Date— constructlon, and hereby authorize representatives -of this city to enter the above-. \ 0OC1 mentioned property for inspection purposes. Validated by: t✓ Signature of applicant Date Mailing Address Validation: City, State, Zip \ " CONSTRUCTION ESTIMATE NO. ELECTRICAL FEES NO. PLUMBING FEES IST FL. SQ. FT. ® $ 2ND FL. SQ. FT. POR. SO. FT. ® GAR. SQ. FT. ® CAR P. SQ. FT. WALL SO. FT. ® SQ. FT. ® ESTIMATED CONSTRUCTION VALUATION $ UNITS MOBILEHOME SVC. POWER OUTLET YARD SPKLR SYSTEM BAR SINK ROOF DRAINS DRAINAGE PIPING DRINKING FOUNTAIN. URINAL WATER PIPING NOTE: Not to be used as property tax valuation FLOOR DRAIN MECHANICAL FEES HEATING (ROUGH) WATER SOFTENER VENT SYSTEM FAN EVAP.COOL HOOD SIGN WASH ER(AUTO)(DISH) APPLIANCE DRYER DUCT WORK GARBAGE DISPOSAL FURNACE UNIT WALL FLOOR SUSPENDED LAUNDRY TRAY AIR HANDLING UNIT CFM HEATING (FINAL) KITCHEN SINK ABSORPTION SYSTEM B.T.U. TEMP USE PERMIT SVC WATER CLOSET' COMPRESSOR HP POLE, TEMIPERM LAVATORY HEATING SYSTEM FORCED GRAVITY AMPERES SERV ENT SHOWER BOILER B.T.U. SO. FT. ® c BATH TUB BOND BEAM SO. FT. ® c WATER HEATER MAX. HEATER OUTPUT, B.T.U. SO. FT. RESID ® 11/4 c SEWAGE DISPOSAL LUMBER GR. SQ.FT.GAR ® 3Ac HOUSE SEWER FRAMING FINAL INSP. GAS PIPING PERMIT FEE PERMIT FEE PERMIT FEE DBL TOTAL FEES MICRO FEE MECH.FEE PL.CK.FEE CONST. FEE ELECT. FEE SMI FEE PLUMB. FEE STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR SETBACK GROUND PLUMBING UNDERGROUND A.C. UNIT COLL. AREA SLAB GRADE ROUGH PLUMB. BONDING HEATING (ROUGH) STORAGE TANK FORMS SEWER OR SEPTIC TANK ROUGH WIRING DUCT WORK ROCK STORAGE FOUND. REINF. GAS (ROUGH) METER LOOP HEATING (FINAL) OTHER APPJEQUIP. REINF. STEEL GAS (FINAL) TEMP. POLE GROUT WATER HEATER SERVICE FINAL INSP. BOND BEAM WATER SYSTEM GRADING cu. yd. $ plus x$ =$ LUMBER GR. FINAL INSP. FRAMING FINAL INSP. ROOFING REMARKS: VENTILATION FIRE ZONE ROOFING FIREPLACE SPARK ARRESTOR GAR. FIREWALL LATHING MESH INSULATIONISOUND FINISH GRADING FINAL INSPECTION CERT. OCC. FENCE FINAL INSPECTOR'S SIGNATURESIINITIALS GARDEN WALL FINAL 4 P.O. BOX 1504 N o . 13130 Building7T—S89 AV$NIDA MADBDGADA 78-105 CALLE ESTADO Address LA QUINTA, CALIFORNIA 92253 Owner LOUIS AVER BUILDING: TYPE CONST. OCC. GRP. - Mailing Address SAME A.P. Number City Zip Tel. LA QUIMTA 1 92253 1564-5088 Legal Description Contractor ADD 9' TO EXISTING KITCHEN VM* H. FRI?Z Project Description Address CABINETS, 2 RLEC PLUGS, AND NEW DRAWERS. 54-550 VELASC© City Zip Tela LA QDINTe 192253 564-6402 State Lic. City & Classif. 88594$54 Lic. # 1 123 Sq. Ft. No. No. Dw. Arch., Engr., Size Stories Units Designer New ❑ Add ❑ Alter ❑ Repair ❑ Demolition ❑ Address Tel. City Zip State Lic. # LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. . 3 t__a,.:G..___,. } 4 SIGNATURE - DATE OWNER -BUILDER DECLARATION Estimated Valuation t I hereby affirm that I am exempt from the Contractor's License Law for the following 4 00 reason: (Sec. 7031.5,Susiness and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also AMOUNT requires the applicant for such permit to rile a signed statement that he is licensed pursuant to PERMIT the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that. he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by 'any applicant for a permit Plan Chk. Dep. subjects the applicant to a civil penalty of not more than Five hundred dollars ($500). O I, as owner of the property, or my employees with wages as their sole compensation, will Plan Chk. Bal. do the work, and the structure is not intended or offered for sale. (Sec. 7044, Buisness and Const. Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, Mech. provided that such improvements are not intended or offered for sale. If, however, the building $30.00 y [ f or improvement is sold within one year of completion, the owner -builder will have the burden Electrical Y d©• 00 of proving that he did not build orsnprove for the purpose of sale.) ❑ I, as owner of the property, am exclusively contracting with licensed contractors to con- Plumbing r. , struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for .S.M.1. such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) Grading O I am exempt under Sec. B. & P.C. for this reason Driveway Enc. Date owner Infrastructure WORKERS' COMPENSATION DECLARATION r 4) Sa I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Work er's.Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy.No. Company Copy is filed with the city. ❑ Certified copy is hereby furnished. TOTAL . U U CERTIFICATE OF EXEMPTION FROM REMARKS WORKERS'COMPENSATIONINSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less.) I certify that in the performance of thg work for which this permit is issued, I shall not employ any person in any manner so as to became subject to the Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT. n, after making this Certificate of Exemption you should become ZONE: - BY: subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shah be deemed revoked. Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line CONSTRUCTION LENDING AGENCY Side Street Setback from Center Line I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Side Setback from Property Line Lender's Name Lender's Address FINAL DATE INSPECTOR This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. Issued by: Date Permit I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives -of this city to enter the above- mentioned property for inspection purposes. Validated by: Signature of applicant Date Mailing Address Validation: City, State, Zip CONSTRUCTION ESTIMATE NO. ELECTRICAL FEES NO. PLUMBING FEES 1ST FL. SQ. FT. ® $ UNITS SLAB GRADE ROUGH PLUMB. BONDING HEATING (ROUGH) 2ND FL. SQ. FT. FORMS YARD SPKLR SYSTEM POR. SQ. FT. ® MOBILEHOME SVC. BAR SINK GAR. SO. FT. ® POWER OUTLET ROOF DRAINS CAR P. I SQ. Ff. OTHER APPJEQUIP. DRAINAGE PIPING WALL SQ. FT. ';R4 P. POLE DRINKING FOUNTAIN SQ FT ® GROUT URINAL ESTIMATED CONSTRUCTION VALUATION $ FINAL INSP. WATER PIPING NOTE: Not to be used as property tax valuation WATER SYSTEM FLOOR DRAIN MECHANICAL FEES _$ WATER SOFTENER VENT SYSTEM FAN EVAP.000L HOOD SIGN WASH ER(AUTO)(DISH) APPLIANCE DRYER GARBAGE DISPOSAL FURNACE UNIT WALL FLOOR SUSPENDED LAUNDRYTRAY AIR HANDLING UNIT CFM KITCHEN SINK ABSORPTION SYSTEM B.T.U. TEMP USE PERMIT SVC WATER CLOSET' COMPRESSOR HP POLE, TEMIPERM LAVATORY HEATING SYSTEM FORCED GRAVITY AMPERES SERV ENT SHOWER BOILER B.T.U. SO. FT. ® c BATH TUB SQ. FT. ®c I WATER HEATER MAX. HEATER OUTPUT, B.T.U. SQ. FT. RESID ® 11/4 c SEWAGE DISPOSAL SQ.FT.GAR ® 3/ac HOUSE SEWER MESH GAS PIPING PERMIT FEE PERMIT FEE PERMIT FEE DBL TOTAL FEES MICRO FEE MECH.FEE PL.CK.FEE CONST. FEE ELECT. FEE SMI FEE PLUMB. FEE STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR SETBACK GROUND PLUMBING UNDERGROUND A.C. UNIT COLL. AREA SLAB GRADE ROUGH PLUMB. BONDING HEATING (ROUGH) STORAGE TANK FORMS SEWER OR SEPTIC TANK ROUGH WIRIN DUCT WORK ROCK STORAGE FOUND. REINF. GAS (ROUGH) METER OP HEATING (FINAL) OTHER APPJEQUIP. REINF. STEEL GAS (FINAL) ';R4 P. POLE GROUT WATER HEATER SERVICE FINAL INSP. BOND BEAM WATER SYSTEM GRADING cu. yd. $ plus x$ _$ LUMBER GR. FINAL INSP. FRAMING FINAL INSP. ROOFING Gp REMARKS: VENTILATION FIRE ZONE ROOFING FIREPLACE SPARK ARRESTOR GAR. FIREWALL LATHING MESH INSULATION/ UND FINISH GRADING FINAL INSPECTION 2 CERT. OCC. FENCE FINAL INSPECTOR'S SIGNATURES/INITIALS GARDEN WALL FINAL