Loading...
09-0344 (SFD)P.O. BOX 1504 VOICE 760 777-7012 78-495 CALLE TAMPICO FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT Date: 7/20/09 Application Number: 09-000003444 Owner: - O Property Address: - 53475 VIA MALLORCA CARL & SANDI GREEK APN: 772 -420 -999 -477298943 -*22187 SERENADE RIDGE Application description: DWELLING - SINGLE FAMILY DETACHED MURRIETA, CA •92562 Property Zoning: LOW DENSITY RESIDENTIAL' Application valuation: 450226 ilk 13 r�Contractor. ^;,��,�,• �jo _ � . Applicant:, Architect or Engineer. GOODNO CONSTRUCTION INC, 35712 LINDA ROSEA ROAD TEMECULA, CA 925921, C �q2�8 i (951)302-0266: Li.c. No. 558626 LICENSED CONTRACTOR'S DECLARATION WORKER'S COMPENSATION DECLARATION .I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with '. I hereby affirm under penalty of perjury one of the following declarations: - Section 7000) of Division 3 of the. Business and Professionals Code, and my License is in full force and effect. _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided License Class: B ` License No.: 558626 for by Section 3700 of -the Labor Code, for the performance of the work for which this permit is _ �/% issued. Date: -l� �` ontractor. Oar - Om �n - - _ _ 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 - • OWNER -BUILDER' DECLARATION insurance carrier and policy number are:. " "I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the Carrier STATE FUND Policy Number 1891844-2009 _ following reason (Sec. 7031 .5, Business and Professions Code: Any'city or county that requires a permit to _ I certify that, in the performance of the work for which this permit is issued, I shall not employ any, construct, alter, improve, demolish, or repair any structure, prior,to its issuance, also requires the applicant for the .person in any manner so as to become subject to the workers' compensation laws of California, - permit to file a signed statement that he or she is licensed pursuant to,the provisions of the Contractor's State - and agree that, if. I should become subject to the workers' compensation provisions of Section License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or - 3700 of the La�or , I shall f with comply with those provisions.that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 byany applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars 155001.: Date: ApplicantI, 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 WARNING: FAILURE TO SEC WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL - Contractors' State License Law does not apply to an owner of property who builds or improves thereon, SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND ' and.who does the work himself or herself through his or her own employees, provided that the . - - DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN "' -- - improvements are not intended or offered for sale. If, however, the building or improvement is sold within SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. - one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve forthe purpose of sale.). - - APPLICANT ACKNOWLEDGEMENT ' (. 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project ISec. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the . . 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner•of conditions and restrictions set forth on this application. property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed - 1: Each person upon whose behalf this application is made, each person at whose request and for - pursuant to the Contractors' State License Caw.).. whose benefit work is performed under or pursuant to any permit issued as a result of this application, 1 _') I am exempt under Sec. BAP.C. for this reason 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. Date: Owner: - 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 CONSTRUCTION LENDING AGENCY permit to cancellation. I I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the I certify that I have read this application and state that the above information is correct. I agree to comply with all work for which this permit is issued (Sec. 3097, Civ. C.). city and county ordinances and state laws relating to building construction, and hereby authorize representatives I this county to enter upon the above-mentioned prope or insp tion purposes./� Lender's Name: -\ /T / Date: d �-{/Signature (Applicant or Agent): l 1 W Lender's Address: - .. LQPERAIIT Application Number . . . . . 09-00000344 ------ Structure Information 5236 2 STORY SFD ----- Other struct info . . . ... CODE EDITION 2007 CBC ## BEDROOMS 4.00 FIRE SPRINKLERS NO GARAGE SQ FTG 933.00 PATIO SQ FTG 667.00 NUMBER OF UNITS 1.00 1ST FLOOR SQUARE FOOTAGE 4140.00 2ND FLOOR SQUARE FOOTAGE 1096.00 Permit BUILDING PERMIT Additional desc 5236 SF 2 -STORY SFD Permit Fee 1868.00 Plan Check Fee 1214.20 Issue Date Valuation :,. .450226 Expiration Date 1/16/10 " Qty Unit Charge Per Extension BASE FEE 639.50 351.00 3.5000 THOU BLDG 100,001-500,000 - -------------------------- 1228.5.0 Permit : . . . _ ELEC-NEW RESIDENTIAL Additional desc . Permit Fee 231.92 Plan Check Fee ,. 57;98.. Issue Date Valuation 0 Expiration Date .. 1/16/10: Qty Unit.Charge Per Extension BASE FEE 15.00 5236.00 0350 ELEC NEW RES - 1 -OR 2, FAMILY 183.26 933.00. .0200 ELEC GARAGE OR NON=RESIDENTIAL 18.66 1.00 15.•0000 EA ELEC-TEMPORARY POWER POLE 15.00 Permit MECHANICAL'. Additional desc .•.. Permit Fee 156.00 Plan Check Fee 39.00 Issue Date Valuation 0 Expiration Date 1/16/10 Qty Unit Charge Per Extension BASE FEE 15.00 3.00 9.0000 EA MECH. FURNACE <=100K 27.00 . 1.00 11.0000 EA MECH FURNACE >100K 11.00 2.00 9.0000 EA MECH B/C <=3HP/100K BTU 18.00 - 2.00 16.5000 EA MECH B/C >3-15HP/>100K-500KBTU 33.00 LQPERA•IIT Application Number 09-00000344 Permit . . . . . MECHANICAL Qty Unit Charge Per Extension 7.00 6.5000 EA MECH VENT FAN 45.50 1.00 6.5000 EA MECH EXHAUST HOOD ------------------------------------------------------------------- 6.50 Permit . . ... PLUMBING Additional,desc . Permit Fee . . . . : 207.75 Plan Check Fee 51:94 Issue Date • . . . . Valuation' 0 Expiration Date 1./16/10 Qty ' Unit Charge Per Extension BASE FEE 15.00 ' 19.00 $.0000 EA PLB FIXTURE 114.00 1.00 15.0000 EA PLB BUILDING SEWER 15.00'• - 2.00 1••6.0000 EA PLB ROOF DRAIN 12.00 .. 2.00 7,.50.00 EA' PLB WATER HEATER/VENT-' 15.00 a: 1.00 - 3.0000'EA• PLB WATER INST/ALT/REP.'" 3..00 f�• :y`r1 .:,00 :-;C. 9.-,000d EA . PLB LAWN SPRINKLER SYSTEM 9,.'0 b ` 13.00 :7500 EA...:,.PLB GAS.-PIPE >=5 �,. :9;75', 1.00 15.-0 0 0 0 • EA.:, . PLB GAS METER " 15'.00' Permit' GRADING PERMIT . . Additional desc Permit Fee 15.00 Plan`Check.Fee .00, Issue Date -', -Valuation :0 Expiration Date 1/16/10 Qty. Unit Charger Per Extension ;BASE FEE.. 15.00 ---------------------------------------------------------- Special'' Notes and Comments ! . '5234 SF 2 STORY SFD. R3 OCC. TYPE VB r CONSTRUCTION.2007 CODES.. 2008 DIF. f **PERMIT DOES NOT INCLUDE BLOCK WALLS; FENCES, SWIMMING POOLS, SPA, WATER FEATURES and BBQIS** -------------------------------=-------------------------------------------- Other Fees . ... . .. . . . . ART IN PUBLIC PLACES-RES 625.57 BLDG STDS ADMIN (SB1473) 19.00 DI_F COMMUNITY CENTERS-RES 74.00 DIF CIVIC CENTER - RES 995.00' ENERGY.REVIEW FEE 121.42 DIF FIRE PROTECTION-RES 140.00 'DIF LIBRARIES - RES 355.00 `LQPE%111T - Application Number . . . . . 09-00000344 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . .DIF PARK MAINT FAC - RES 22.00 DIF PARKS/REC - RES 892.00 STRONG MOTION (SMI) - RES 45.02 'DIF STREET MAINT FAC -RES 67.00 DIF TRANSPORTATION - RES 1930.00 Fee.summary Charged Paid Credited Due Permit Fee Total 2478:67 .00 .0-0 2478.67 Plan Check Total 1363.12 750.00 .00 613.12 Other Fee Total'.. 5286.01 .00, .0.0 5286.01 Grand Total •9127.80 -750.00 00 8377.80 LQPEILA•IIT • uufctcv P.O. BOX 1504 Building�^� / ? �v � � 78-495 CALLE O Address / LA QUINTA, CALIFORNIA*RNIA* 92253 Owner n iC BUILDING: TYPE CONST. Mailing Address _Z Z A.P. Number City zin Legal Description Irv �.K.t''� 7�6 2 9�'J Z�z-yzy9 _ Contractor Project Description AJ6�ul APPLICATION ONLY OCC. GRP. a0Qfjo / I>p 57- l �J I . Address 712 LIfl/ pA- 4D5 — 90. City Zi State Lic. . & Classif. Ze 3 Lic: # Sq. Ft.Z 3 No. Z No. Dw. Size Stories Units Add ❑ Alter ❑ Repair ❑ Arch., Engr., New Designer ;0��r Add ss Tel. City Zi 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 and Profe ions Code, and my license is in full force and effect. SIGNATURE DATE OWN -91611 DECLARATION DECLARATION Estimate I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5, Business and Professions Code: Any city or county which requires a permit to construct alter, improve demolish or re air an structure nor to its issuance I p y p u rsu n so requires the applicant for such permit to file a signed statement that he is licensed pursuant to 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 subjects the applicant to a civil penalty of not more than five hundred dollars ($500). PERMIT Plan Chk. Dep. Plan Chk. Bal. ❑ 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 Proles- sions 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, provided that such improvements are not intended or offered for sale. If, however, the building or im- provement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale). ❑ I, as owner of theroe 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 such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) ❑ 1 am exempt under Sec. B. & P.C. for this reason Const. Mech. Electrical Plumbing S. M. 1. Grading Side Street Setback from Center Line Date Owner WORKER'S COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation nsurance, or a certified copy thereof. (Sec. 380 Labor Code.) Policy No ompany V= ❑ Copy is filed wiih_th4E1JJy. O Certif�copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM 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 Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANTIf, after making this Certificate of Exemption you should become subject to the Workers' Compensation Provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY 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.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration it work thereunder is suspended for 180 days. 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 building construction, and hereby authorize representatives of this city to enter the above-mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip WHITE = BUILDING DEPARTMENT Driveway Enc. Infrastructure TOTAL REMARKS Demolition ❑ ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: YELLOW = APPLICANT PINK = FINANCE Coachella Valley Unified School District 83-733 Avenue 55, Thermal, CA 92214 (760) 398-5909 — Fax (760) 398-1224 This Box For District Use Only DEVELOPER FEES PAID AREA: AMOUNT LEVEL ONE AMOUNT: , . i LEVEL TWO AMOUNT: MITIGATION AMOUNT: COMMAND. AMOUNT: DATE: RECEIPT: CHECK k INITIALS: CERTIFICATE OF COMPLIANCE (California Education Code 17620) i Project Name: Carl & Sandra Greek (Hideaway), Date: 01/12/10 Owner's Name: Carl & Sandra Greek Phone No. (951) 543-5714 Project Address: 53475 Via Mallorca, La Quinta, CA Project Description: 1 Single Family Dwelling APN: 777-390-009 Tract #: Lot #'s: Type of Development: Residential XXL Commercial Industrial Total Square Feet of Building Area: 5,236 sq. ft. Certification of Applicant/Owners: The person signing certifies that the above information is correct and makes this statement under penalty of perjury and further represents that he/she is authorized to sign on behalf of the owner/developer. Dated: 01/12/10 Signature:, SCHOOL DISTRICT'S REQUIREMENTS FOR THE ABOVE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING: (CIRCLE ONE) Education Code Gov. Code Project Agreement Existing Not Subject to Fee 17620 65995 Approval Prior to 1/1/87 Requirement Total Square Footage 5,236 Sq. Ft. Amount per Sq.Ft. $ 3.00 Amount Collected $ 15,708.00 Building Permit Application Completed: Yes/No By: Jamie T. Brown, Asst. Supt., Business Services Certificate issued by: Leticia C. Torres, Facilities Analyst Signature:/� 1NV x-- Vr 7v"tsx rr,ilivil r vrL ri "l ma it yr rnna Ar4u Ala i ZIVMINl r 1EM-0 Section 66020 of the Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires that this DIStl5et provide (1) a written notice to the project appellant, at the time of payment of school fees, mitigation payment or other exactions ("Fees"), of the 90 -day period to protest the imposition of these Fees and (2) the amount of the fees. Therefore, in accordance with section 66020 of the Government code and other applicable law, this Notice shall serve to advise you that the 90 -day protest period in regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other requirements as described in section 66020 of the Government code. Additionally, the amount of the fees imposed is as herein set forth, whether payable at this time or in whole or in part prior to issuance of a Certificate of Occupancy. As in the latter, the 90 days starts on the date hereof. This Certificate of Compliance is valid for thirty (30) days from the date of issuance. Extension will be granted only for,good cause, as determined by the School District, and up to three (3) such extensions may be granted. LT:c/mydocs/devfees/certificate of compliance form tablesT0.USG.doc 9/11/08 - i J r ' Bin # City of La Quinta Bullding 8t Safety Division P.O. Box 1504, 78-495 Calle Tampico La QuMta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # t z0P-E:r� Project Address: 53 - N? 5 y c(�] Owner's Name: �A JLL (,�r,t� A. P. Number: 7-�% G s l 2� — 7 7 9— Y7 Address: Z 2 7 S F -P f— it P lorA�-/. Legal Description: City, ST, Zip: M 46( 9 2 5-L;,L Contractor: �DZl .�17 G �yU f �•� Telephon / 98 --o9l c, M Address: S' /� L. 1��� AS ✓� �fj Project Description: OLJic--a,' City, ST, Zip:� � >r Gt/U%hj- �t�h �� Z (5 1 Ch Telephone(9 '.� City Lic. #; State Lic. #: ��f , Arch., Engr., Designer. Address: City, ST, Zip: Telephon -71Y) 935 --' Baa State Lic. #: Name of Contact Person: 0f+l.t,J Construction Type: Occupancy: Project type (circle one): New Add'n Alter Repair Demo Sq. Ft.:#Stories: #U nits: Telephone # of Contact Person: 7 Z gpp Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE It Submittal Req'd Rec'.d TRACKING PERMIT FEES Plan Sets Plan Check submitted�� j' Item Amount Structural Cafes. Reviewed, ready for corrections Plan Check Deposit Truss Cafes. Called Contact Person Plan Check Balance Title 24 Cale& Plans picked up Construction Flood plain plan Pians resubmitted Mechanical Grading plan 2'' Review, ready for correcdon ue Electrical Subcontactor List Called Contact Person 23 Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading . IN HOUSE:- Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.LP.P. Pub. Wks. Appr Date of permit issue O Z� School Fees ' ti Total Permit'Fees 6 . �- ,"�,,, .. �" s .ft .ESI/FME, I,nc�-. �. ' STRUCTURAL;,ENGINEERS &: CONSULTANTS, PLAN CHECK REPLY ., PLAN CHECK BY THE CITY OF LA QUINTA GATE May 20, 2009 PROJECT- NO: 109-6330 PROJECT : Greek Residence CLIENT NO ".-,FILE NO B330PC1 DEVELOPER: Mr'. Greek ` ' .x f SHEET NO _:.1 OF 24 ARCHITECT: PATE SMEALL ARCH.- ' REGARDING: PLAN CHECK NO. 09-344 BY JOHN THOMPSON, DATED 05/06/09 (760)36075770 ITEMS FROM PLAN CHECK CORRECTION LIST ITEM PL SHT REPLY STRUCTURAL COMMENTS: 1 Truss calculations and layouts will be reviewed and approved by the engineer of record with a reviewed stamp 'upon submittal: a 2 Calculations to be provided by the truss manufacturer. � 3 Please refer to the TJ I, and deck' -joist span table attached to this reply. _- 4 . S-2 Please refer to sheet S -2 -foe added stair framing. CITY. OF LA O U 0 NTA 5Dead load break down for decks areas followed: BUILDING & SAFETY DEPT. Sheathing=2.5 psf..,APPROVED F . Deck joists= 3.0 psf Drywall = 2.5 psf FOR CONSTRUCTION Light wt. cone. + tile= 23 psf Total DL' 31,psfDATE % BY • y 6 '' Please refer to structural calculations for added beams 5 and 6 7 i Please refer to overstrength analysis attached to this reply. 8 Please 'refer to overstrength analysis attached to this reply. 9 Please refer to revised beam #7 analysis for added girder truss reaction and DL+.LL load beak down. { 10 1 think the beam in question is #12 not #7. The shear wall above' beam #12 does not have uplifts, therefore, no overstregth analysis required. • a As for the reaction from, beam #28; it is'supported by studs under beam • #12. (See uplift analysis for, shear wall #2 attached to this reply 11 . Please refer .to 'overstrength analysis attached to this reply.. 12• ., Please refer to structural, calculations for revised beam 17 with. floor load.•5. cont. next page ii I 1800 E. 16th Street, Santa Ana,' CA 92701 (714)'835-2800 Fax (714).835-2819 L s 10 S • ROOF RAFTERS / JOIS ROOF RAFTERS / JOIS ROOF RAFTERS / JOISTROOF RAFTERS / JOIST FLOOR JOIST FLOOR JOIST S S S 10 10 SLOPE > 4:12 ( SHAKE) SLOPE.< 4:12 ( ROCK) SLOPE > 4:12 (,TILE) SLOPE < 4:12 ( TILE) LL =40 L I P CEILING, S=M/Fb A=1.5V/Fv deflection = L/360, LL M=S"Fb V=A`Fv/1.5 1=5'w'L^4/384"E"d -concrete w/ c4crete A Z Z E . C w. drywall w/o dr II w. drywall w/o drywall w. dr dr I w. d I L^3=1"384'E' /5'w'360 ... LL 11 . W. dryWall No. 2' G E GA 12 No.2 No.2 No.2 No.2 No.2 N2 W JOIST-SP.wk1 No. 2 :C 2 x 16 ,:.;. •.: 24 4 4 24 12 7.2 14.7 12.5 12.3 .. 11.4 11.3 11.9 11.7 11.6 11.4 10.2 9.3 9.9 12 8.5 16 2 x 2 x 16 13.3 11.7 11.5 10.6 10.5 11.1 10.9 10.8 10.6 8.9 7.6 7.0 24 8 6 24 12 11.7 20.3 10.5 16.0 14.9 10.4 15.7 14.8 8.9 14.5 13.5 8.7 14.3 13.3 9.7 15.2 14.1 9.4 14.9 13.9 9.1 14.7 13.7 14.5 13.5 13.4 12.4 12.9 1 2 11.3 16 2 x 2 x 8 16 24 12 18.4 16.1 25.9 13.4 19.2 13.2 18.8 11.8 17.4 11.5 17.2 12.8 18.2 12.5 17.9 16.7 12.1 17.7 16.5 ' 11.8 174 16.2 10.1 18.1 15.0 . 9.2 24 15.4-12 13.8 16 8 2 x 2 x 16 23.5 17.8 17.5 16.2 16.0 14.0 16.9 15.3 15.1 14.8 14.4 12.3 11.32410 X1024 19.8 16.? 15.8 21.8 14.4 20.2 19.9 21.1 20.8 20.5 20'.2 18.7 17.9 12 2 i 2 12 .22.2 20.7 20.3 18.8 18.6 19.6 19.3 19.1 18.8 17.4 16.0 16 x i X 1 12 16 24;''... 18.7 ... -- 18.3 16.7 _ .... ' 16.3 17.7 17.5 ..... 17.2 16.7 14.3 21.1 13.1 24 20.2 12 12 2 i 2 12 .'_ . ::... 19.5 17.9 16 x i x .16 ..;:. ... ::::. '" :' . 16.0 146124 14 L s 10 16 • W 20 20 L s 10 16 16 20 20 20 16 16 16 18 20 16 20 18 40 12 40 22 L s 10 10 12 18 deflection = L / 240, D L + L L (1/2" DEFLECTION MAX) S=M/Fb A=1.5V/Fv deflection = L/360, LL M=S"Fb V=A`Fv/1.5 1=5'w'L^4/384"E"d M=w:L^2/e _ L"2=8'M/w V=.w*(L/2-d) - (U2-d)=V/w L^4=I'384'E'(L/240)/5'w - L^2=8•S'Fb/w (U2-d)=A"Fv/1.5'w L^3=1'384'E" /5'w'240 ... DL @Sgrt(L)=8•S"Fb/w L2=(A'Fv/1.5'w)+d L=2`[(A'Fv/1.5'w)+d) L^3=1"384'E' /5'w'360 ... LL - - N V W JOIST-SP.wk1 o , t 'FLOOR SPAN TABLES i-imm-1 ivP Unad neflaction Not all products are available in all markets. Contact your iLevel representative for information. I1VV r 13A' 'A' 117AI 14' TJIO 110 Joists 21V 13A- 9 3h. . 3A' 1 17A' 14' -16, TJl@ 210 Joists -1 r 13A' - 117 A" 3A. 14' 16' TJl@ 360 Joists 31h - 13A' 00 117A 7 AG" 14" TJl@ 560 Joists .4 65SO. 'P Wi-Wid,T.20 PSFU 'Loa U. SF' V 19 v71D 16'-5' 151-01 14'-2' 13'-2' 161-51 151-01 ':21D,� 12'-5' ..:.19.2' 17 -3 15, '14'-10' 13, 17 Ar. -HO 14'-10' 18--2- 16'-7- 191-6" 17'-10* 16,-10, 15,-51(1)19'-6" 'Conditions. 17'-3' 151-81 14'-0"(1) 4 20'-6- 18'-8- 191-11 16'-5" 20'-6" 181-8" 171-31 21'-7' 18'-11 22 41' ' 20'-11' 191-81 17'-3' 22'-11' 20'-11' .1 IT -1091) ?0f ==G ;;; 26'-1'- 23'-8' 22'-4- 181-11, 26'-1' 23'-8- 22-4 20'-9"11) I U 22'-2- 20'=3' .181-91 2Y-2' 21'-B' 18'-9' V -1"a1. 14'441) 26'-3'- 23'-3' 21'-3' 20'-0' 18'-4'1)1 23' 3° 20'-7- 18, 23'-9" 360. 2 61-0. 23' -8' 22' 4" 201-9100 26 '-0' 23' -8' Z2'4"w 17' .T.:;56Q;.V -729' -6', 26'-10' 25'4' 23'-6' 2r -17' 1 - X-19- 25 -4-M 20'-11 26'-3" 25'-9" 23'-6" 22'-0"r1)191-5100 - 25'-5- 22'- 2 16'-291) 29'-9' 28'-0" 26'-3'. 24'-8-(u 2P -TV 2V-9' 26'- 2'411) 17'40"(1) 32'-8 29'-B' 28'-0' 25'-2"a) 32,-8, 29'-8, L/360 I Live Load Deflectioii (Minimum Criteria per er Code) - M, mw D C r Dead A !�O P E Long term deflectionI under dead load, which includes the effect of creep, has not been considered. Bold Mark spans reflect initial dead load deflection Exceeding 0.33'., e' the intermediate bearing length is less (1) Web stiffeners are required at intermediathe supports of continuous -span joists wh R than 5YA' and the span on either side of the intermediate bearing is greater than the following spans: Q-P.SF;LiV.K9U20-?.SF-Di' 16V 'A -.A9Zfi.V-`4-24 b.;9 Dg2��E �'5E�'I 6 %ZEEDR N.A. N.A. N.A; 15'-4' N.A. N.A. 164' 12'-9" ':21D,� N.A. ..:.19.2' 211-41. 17'-0" N.A. 21'-4' 1-9. 14'72' Ar. -HO N.A: 18--2- 16'-7- I5'-3' 24'-5' 17'-8" 15'-3' 'Conditions. 12'-5' N.A. 19'-1" 17'-5' 161-61 .13'-8' IT -O" 191-11 16'-9' _13'41" 15'-4" 13'-8' 'g— 21'-7' 18'-11 17'-3' I5'-541) 191-11, 17'-3' 22--8- 20'-8' 181-411, 161-10, 21'-10' 181-11, 1 P-3' 15'-5"(1) RIGOA:1- 25-4- 23'-2" 21'-10' 20'4'(1) 254' 2Y-2' P-1097) 17'4041) -W5609 - 28'-10' 26'-3'- 24'-9' Z3'-0° 28'-19" 28'-3" 24'-9' 20'4141) irEM11, 23'-9" 20'-6" 181-9" 161-94U.. 21'-8' 18'-9' 17'-l'u) -14'491 !_N -2%r- 25'-8- 72--6- 20'-7- 18'4411 23'-9! 20'_7" 18'-9'(1) 16--2-00 28'-9' 26'-3" 24'-9"(1) 21'-5'(1) 28-9" X.3"a) 22'-4'(1) 17'-10'(1) 29'-9' 28'-0" 25'-241) Z-8' 4"R) 20'-11"(1)_ 9'-541) 25'-5' 22'-0'(0 20-441 1 16'-2911 22' 38'-1- V -SM 1 26'-3"to 20'-11"(1) I Long term deflectionI under dead load, which includes the effect of creep, has not been considered. Bold Mark spans reflect initial dead load deflection Exceeding 0.33'., e' the intermediate bearing length is less (1) Web stiffeners are required at intermediathe supports of continuous -span joists wh R than 5YA' and the span on either side of the intermediate bearing is greater than the following spans: Q-P.SF;LiV.K9U20-?.SF-Di' 16V 'A -.A9Zfi.V-`4-24 b.;9 Dg2��E �'5E�'I 6 %ZEEDR N.A. N.A. N.A; 15'-4' N.A. N.A. 164' 12'-9" ':21D,� N.A. N.A. 211-41. 17'-0" N.A. 21'-4' 1-9. 14'72' Ar. -HO N.A: N.A. 24' -5' 19'-6" N.A. 24'-5' 20'-4' 16'-3°' 'Conditions. N.A. N.A. -40 23 29 - '-10' N.A. 29 '40' 24'-10'- 19'-10" V 71. How to Use Theise Tiibl6s General Notes 1. Determine the live load deflection Tables are based on: criteria. Un&mn loads. 2. 'Identifythe live and dead load condition., More restrictive of simple or continuous span. Clear distance between supports 04' minimum end bearing). 3. Select on -center spacirig. ■"Assumed coinpos.fte. action with a sing le layer of 24' on -center 4.,'Scan down the column until you meet or,+ ipan.-rated, glue -nailed floor panels for deflection only. Spans exceed the span of your applicatioh.-, shall be r educed G" when floor panels are nailed only. 5. Select TJI® joist'and depth." Spans generated from iLevel' software may exceed the spans 'shown in these tables because software reflects actual design 'Conditions. For loading conditions not shown, refer to software or to.load Lye load*d ection is not'the onlyfactor tab on page 5. thitzffeits how i floor kff *kk -lei To lioiiq i�iitrite/y ormance_-,�,. ... � _... :: .. - . System. use oar 17.�Prv!'� Nv • C J rJ • ESI/FME Inc. 5TRUCTUR4L ENGINEERS Page: Date: 3/9/2009 lob #: B330 Client: BERKUS Project Name: GREEK RESIDENCE / THE HIDEAWAY LOT 47C Plan #: - OVERSTRENGTH ANALYSIS (SIMPLIFIED METHOD) OWALL @ LEFT OF COVERED TERRACE Length of Wall = 2.5 ft Plate Height = 8.0 ft Shear Value From Line 1 is = 169 x1.4= 237 plf QE=Total Shear*Length= 236.6 x 2.5 591.5 lbs SECTION 12.14.3.2.1. SDS = ( FROM LATERAL SHEET) = 1.40 S = SNOW LOAD = 0 lbs D = DEAD LOAD = 220 lbs R= RAIN LOAD = 0 lbs H= LATERAL EARTH PRESSURE LOAD = 0 lbs Lr = ROOF LIVE LOAD = 50 lbs F= LOADS DUE TO FLUIDS WI DEF.PRESSURE - 0 lbs L= LIVE LOAD = 0 lbs; Eq.S: (1.0+0.14SDs)D+H+F+1.75QE n= 0.1111 PSL/VU6xSAWN = 1298 lbs -'GOVERNS DOWN FORCE Eq.6: (1.0+0.105SDs)D+H+F+1.313QE+0.75L+0.75(Lr or S or R) = 1066 lbs DOWN FORCE Eq.B: (0.6-0.14SDs)D+H+1.75QE = 1124 lbs UPLIFT Cd= 1.2'1.333 = 1.60 DESIGN BEAM WITH A DOWN FORCE OF • 1298 lbs O4 HDR @ RIGHT OF NOOK LOGGIA - Member Span = 8.5 ft P1= 1298 lbs for OVERSTRENGTH ANALYSIS @L1= 0.8 ft P2= 0 lbs from @L2= 0.0 ft R1 R2 TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 45 )x( 0.0 + 0 )= 0 25 psf =_> 0 plf WALL = ( 14 )x( 4.0 + 0 )= 56 14 psf =_> 56 plf FLOOR = ( 64 )x( 0.0 + 0 )_ .0 + 24 psf =_> 0 plf DECK = ( 71 )x( 13.5 + 0 )_ 958.5 31 psf =_> 418.5 plf SELF WEIGHT = 15.6 15.59 psf =_> 15.6 plf TOTAL LOAD= 1030.1 PLF TOTAL D.L. = 490.1 PLF ALTERNATE BEAM = DESIGN• n= 0.1111 PSL/VU6xSAWN Size Factor, Cr =. 1.00 [If d>12, Cr= (12/d)(")] n= 0.136 LVL d= 9.500 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.25 in. Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi E= 2.00 x106 psi Mmax = 10190.73 ft -Ib=. 122.29 in -K Vmax= Rmax-(w*d)= 4746 lbs R1= 5562 lbs R2= 4492 lbs Cd= 1.2'1.333 = 1.60 . Sreq=Mmax/(Fb*Cd)= 26.42 in3-Sprovided= 79.0 Ina . O.K. Areq = 1.5*Vmax/(Fv*Cd)= * 15.4 in' Aprovided= 49.9 int O.K. VER: 1.45 C ESI/FME Inc. STRUCTURAL ENGINEERS Page: (!p Date: 3/9/2009 Sob #: B330 Client: BERKUS Project Name: GREEK RESIDENCE / THE HIDEAWAY LOT 47C Plan #: - OVERSTRENGTH ANALYSIS (SIMPLIFIED METHOD) OLEFT OF GAME AND RETREAT Length of Wall = 5.3 ft Plate Height = 9.0 ft Shear Value From Line 2 is = QE=Total Shear*Length= 316.4 x 5.3 = 1661 lbs 226 x1.4= 316 plf SECTION 12.14.3.2.1. Dead Load ROOF = ( 45 )x( 0.0 + 0 )_ 0 25 psf =_> 0 plf SOS = ( FROM LATERAL SHEET) = 1.40 w S = SNOW LOAD = 0 Itis D = DEAD LOAD = 530 lbs R = RAIN LOAD = 0 lbs H = LATERAL EARTH PRESSURE LOAD = 0 lbs Lr = ROOF LIVE LOAD = 420 lbs F= LOADS DUE TO FLUIDS W1 DEF.PRESSURE _ _ 0 lbs L = LIVE LOAD = 0 lbs Eq.5: (1.0+0.14SDs)D+H+F+1.75QE E= 1.80 x106 psi = 3541 Itis GOVERNS DOWN FORCE Eq.6: (1.0+0.105SDs)D+H+F+1.313QE+0.75L+0.75(Lr or S or R) = 3104 lbs DOWN FORCE Eq.8: (0.6-0.14Sos)D+H+1.75QE inZ Aprovided= 183.8 inZ = 3121 Itis UPLIFT VER: 1.45 DESIGN BEAM WITH A DOWN FORCE OF 3541 lbs OSEE ENERCALC ANALYSIS Member Span = - ft P1= 3541 lbs for OVERSTRENGTH ANALYSIS @L1= .11.0 ft P2= 0 lbs from @L2= 0.0 ft TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 45 )x( 0.0 + 0 )_ 0 25 psf =_> 0 plf WALL = ( 14 )x( 0.0 + 0 )_ 0 14 psf =_> 0 plf FLOOR = ( 64 )x( 0.0 + 0 )= 0 24 psf =_> 0 plf DECK = ( 71 )x( 0.0 + 0 )= 0 31 psf =_> 0 plf SELF WEIGHT = 57.4 57.42 psf =_> 57.4 plf TOTAL LOAD = 57.4 PLF TOTAL D.L. = 57.4 PLF Y, y" MEMBER rti 8 75 3� 5 z <= 21 y �%?5+t`, D (Glulam 24F ALTERNATE BEAM = DESIGN• n= 0.1111 PSUVU6xSAWN Size Factor, Cf = 0.94 [If d>12, Cf= (12/d)(")] n= 0.136 LVL d= 21.000 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 8.75 in. Fb= 2400 x Cf x Cr= 2255 psi Fv= 170 psi E= 1.80 x106 psi Mmax = #VALUE! ft -Ib= #VALUE! in -K Vmax= - Rmax-(w*d)= #VALUE! Itis R1= #VALUE! lbs - RZ= #VALUE! lbs Cd= 1.2'1.333 = 1.60 Sreq=Mmax/(Fb*Cd)= #VALUE! in' Sprovided= 643.1 in' ### Areq = 1.5*Vmax/(Fv*Cd)= #VALUE! inZ Aprovided= 183.8 inZ ### VER: 1.45 Title : HIDEAWAY LOT 471C 'Job #B330 ' Dsgnr: Date: 9:32AM, 22 MAY 09 .. - Description: TOP FL BM OVER NOOK AND BAR • • r." r j ` Scope %r, 3 ! Rev: 580004 t, r . General Information Code Ref:,1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 8.75x21 Center Span' "' 22.00 ft .....Lu 0.00 ft Beam Width 8.750 in Left Cantilever +; ' ft .....Lu 0.00 ft Beam Depth 21.000 in , Right Cantilever ft ....Lu 0.00 ft ` Member Type GluLam ; ' Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250. Fv Allovu • 240.0 psi Beam End Fixity Pin -.Pin Fc Allow' ; 650.0 psi • E ' 1,800.0 ksi jroz�g FPO Trapezoidal Loads - Oiw25Tit L-;4c?T-W #1 DL:@ Left 233.00 #/ft "•LL @ Left 0? 300.00 #/ft Start Loc 00 DL @ Right 233.00 #/ft ;LL @ Right, 300.00 #%ft End Loc 22.000 ft #2 DC @Left 376.00 #/ft LL @Left ' 200:00 #/ft Start Loc 11.000 ft ' ` DL @Right 376.00 #/ft LL @Right. 200.00 #/ft End Loc 22.000 ft Point Loads Dead Load 3,617.0 lbs 3,542.0 lbs, 600.0 lbs lbs lbs lbs Live Load''2,146.0 Itis 3,2�0.01bs 7 480.0 lbs lbs lbs lbs lbs distance 11.000 ft C3,541.0 6.000 ft 11.000 ft 1.000 ft 0.000 ft 0.000 ft ' 0.000ft , Summary Design OK Beam • Span= 22.00ft, Beam Width = 8.750in x'Depth = 21 -.in, Ends are Pin -Pin' ' Max Stress Ratio 0.773 : 1 Maximum Moment . = 110.9 k -ft r Maximum Shear' 1.5 21.5 k Allowable 143.4 k -ft • Allowable - 55.1 k ' a Max. Positive Moment s 110.95 k=ftat 11.000 ft . Shear: @ Left 13.16 k Max. Negative Moment t 0.00 k -ft` ,7" at 22.000 ft - @ Right 16.19 k Max @ Left Support' 0.00 k -ft f ~. Camber: @Left 0.000 in Max @ Right Support 0'.00 k -ft ° , @ Center 0.521 in Max. M allow 143.44@ Right '', 0.000in. -Reactions fb r 2,070.12 psi fv : ` 116.99 psi Left DL • ry , , 6.36 k Max 13.16'k Fb 2,676.49 psi Fv' - *. 300.00 psi Right DL - 8.10k. Max 16.19 k `Deflections+ '` r Center Span... y Dead Load _ Total Load Left Cantilever... _ Dead Load • • Total Load Deflection -0.347 in -0.725 in Deflection 0.000 iA 0.000 in ...Location 11.088 ft, , 11.000 ft ..:Length/Deft 0.0 + ` 0.0 �. ...Length/Deft 760.0 364.10 Right Cantilever... + Camber ( using 1.5' D.L. Defl ), ° . ; Deflection , �' 0.000 in 0.000 in @ Center ' 0.521"in ` 1', t li Length/Deft O;Or 0.0 • @ Left 0.000 in 5 . @ Right 0.000 in '1 r Title: HIDEAWAY LOT 471C Job # 6330 Date:' 9:32AM, 22 MAY 09 Dsgnr: Description: TOP FL BM OVER NOOK AND- BAR f i y • ; _ Scope . j•,"., .. `♦' Page 2 m Rev: 560004 ;• ' General°Timber Beam KW -0600077. Ver 5.8.0. 1 -Dec -2003 - �enerc-alc.ecw:Caimui�ationnsUer. i (c)1983-2003 ENERCALC Engineering Software -- - Description BM #7 - OVERSTRENGTH : t Stress Calcs Bending Analysis 0.000 Sxx " 643.125 in3 Area 183.750 int Ck 19.865 R Cv 0.892 Rb -ft 0.000 Cl 0.000 Allowable fb Max Moment gxx Reg'd , 2 676.49 psi @Center 110.95 k -ft', • 497.42 in3 0.00 in3 2,676.49 psi ' @ Left Support 0.00 k - ft .' 0.00 k -ft 0.00 in3 -,,. 2,676.49 psi +, @ Right Support Shear Analysis e° Left Support @ Right Support -i Design Shear 19.74 k,+' 21.50 k 71.656 in2 Area Required 65.798 in2 300.00 psis 300.00 psi 4 Fv: Allowable , Bearing @ supports 13.16 k , •Bearing'Length Req'd., 2.314 in Max. Left Reaction -' 16.19 k Bearing Length Req'd 2.846 in _.. _... . ' Max. Right Reaction .. • Query Values • Moment ` Shear Deflection M, V, & D @ Specified Locations , ' 13.16 k 0.0000 in @ Center Span Location = 0.00 ft . 0.00 k -ft 0:00 k -ft ' 0.00 k • 0.0000 in @ Right Cant. Location = 0.00 ft • ,.. 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft- _ - 1 � F • ' rJl .. Y ` ; A' � a r ' • yy 11z • - ! '. , • .� FvZoM y i �0¢.5�12NviT H 6762. lbs 0®®0.1 lbs 22.00 ft • • Page: �- E S I/ F M E Inc., Date: 3/9/2009 STRUCTURAL ENGINEERS ,ob #: 6330 Client: BERKUS Project Name: GREEK RESIDENCE / THE HIDEAWAY LOT 47C Plan #: - OVERSTRENGTH ANALYSIS (SIMPLIFIED METHOD) G WALL @RIGHT OF GAME ROOM Length of Wall = 5.0 ft Plate Height = 9.0 ft Shear Value From Line 3 is= 475 x1.4= 665 plf QE=Total Shear*Length= 665 x 5.0 = 3325 lbs DESIGN BEAM WITH A DOWN FORCE OF 6835 Itis 13 FL BM AT RIGHT OF DINING Member Span = 15.0 ft P1= 10835 lbs for OVERSTRENGTH ANALYSIS @L1= 3.0 ft P2= 4000 lbs from BM 1 @L2= 12.5 ft TOTAL PSF S2 - 2.5 TRIBUTARY (ft) PLF SECTION 12.14.3.2.1. )x( 0.0 + 0 )= 0 WALL = ( SDs = ( FROM LATERAL SHEET) = 1.40 S = SNOW LOAD = 0 lbs 0 Iblbs;= D DEAD LOAD = 850 lbs R = RAIN LOAD = _ 500 Itis H= LATERAL EARTH PRESSURE LOAD = 0 lbs Lr = ROOF LIVE LOAD - SELF WEIGHT = F = LOADS DUE TO FLUIDS W/ DEF.PRESSURE = 0 lbs L = _ LIVE LOAD - 0 lbs Sreq =Mmax/(Fb*Cd)= 113.49 in Sprovided=, 149.3 = 6835 lbs -GOVERNS DOWN FORCE Eq.S: (1.0+0.14S05)D+H+F+1.75QE 5716 lbs Dowty FORCE Eq.6: (1.0+0.105SDs)D+H+F+1.313QE+0.75L+0.75(Lr or S or R) = . = 6162 lbs UPLIFT, � Eq.B: (0.6-0.14SDs)D+H+1.75QE DESIGN BEAM WITH A DOWN FORCE OF 6835 Itis 13 FL BM AT RIGHT OF DINING Member Span = 15.0 ft P1= 10835 lbs for OVERSTRENGTH ANALYSIS @L1= 3.0 ft P2= 4000 lbs from BM 1 @L2= 12.5 ft TOTAL PSF 0 TRIBUTARY (ft) PLF ROOF = ( 45 )x( 0.0 + 0 )= 0 WALL = ( 14 )x( 4.0 + 0 )= 56 FLOOR = ( 64 )x( 0.0 + 0 )= 0 DECK = ( 71 )x( 3.0 + 0 )= 213 E= 2.00 Rmax-(w*d)= x106 psi 11102 Itis Mmax = 42395.99 ft -Ib= 508.75 in -K SELF WEIGHT = 17.5 R1= 11484 lbs R1= 7649 lbs Cd= 1.2"1.333 TOTAL LOAD = 286.5 PLF. Dead Load 25 psf =_> 0 plf 14 psf =_> ' 56 plf 24 psf =_> 0 plf 31 psf =_> 93 plf 17.5 Psf =_> 17.5 plf TOTAL D.L. = 166.5 PLF ALTERNATE BEAM'_ n= 0.1111 PSL/VL/6x5AWN DESIGN:d= CI 0.97 [If d>12, Cf= (12/d)(")] n= 0.136 LVL 16.000 in. Size Factor, = b= 3.5 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL Fb= 2900 x Cf x Cr= 2809 psi Fy= 290 psi E= 2.00 Rmax-(w*d)= x106 psi 11102 Itis Mmax = 42395.99 ft -Ib= 508.75 in -K Vmax= R1= 11484 lbs R1= 7649 lbs Cd= 1.2"1.333 = 1.60 Sreq =Mmax/(Fb*Cd)= 113.49 in Sprovided=, 149.3 in 3 O.K. Areq = 1.5*Vmax/(Fv*Cd)= 36.0 in Z Aprovided= 56 .0 in z O.K. VER: 1.45 • Page: ESI / F M E Inc. Date: 3/9/2009 STRUCTURAL ENGINEERS lob #: B330 • ERKUS Project Name: GREEK RESIDENCE / THE HIDEAWAY LOT 47C OVERSTRENGTH ANALYSIS S3b WALL @ RIGHT OF RETREAT Length of Wall= 3.5 ft Plate Height = 9.0 ft QE=Total Shear*Length= 665 x 3.5 = 2328 lbs SECTION 12.14.3.2.1. Me= B Plan #: - PLIFIED METHOD) Shear Value From Line 3 is = 475 x1.4= 665 pif DESIGN BEAM WITH A DOWN FORCE OF 4419 lbs 16 CONT. FL BM @LEFT OF STAIRS Member Span = 5.5 ft P1= 9219 lbs for OVERSTRENGTH ANALYSIS. @L1= 2.0 . ft P2= 640 lbs from M:L @L2= 4.5 ft - 1.40 S = SNOW LOAD = 0 lbs SDe = (FROM LATERAL SHEET) - R = RAIN LOAD = 0 lbs D = - 289 lbs DEAD LOAD - _ Lr = ROOF LIVE LOAD 105 lbs. H = 0 Ib LATERAL EARTH PRESSURE LOAD = S = LLIVE LOAD = 0 lbs; = LOADS DUE TO FLUIDS W/ DEF.PRESSURE = 0 lbs 135 . 14 psf =_> 126 plf = 4419 lbs �= GOVERNS DOWN FORCE Eq.5: (1.0+0.14SDs)D+H+F+1.75QE _ 3466 lbs DOWN FORCE Eq.6: (1.0+0.105SDs)D+H+F+1.313QE+0.75L+0.75(Lr or S or R) _ 4190 lbs UPLIFT Eq.8: (0.6-0.14SDs)D+H+1.75QE if DECK = ( DESIGN BEAM WITH A DOWN FORCE OF 4419 lbs 16 CONT. FL BM @LEFT OF STAIRS Member Span = 5.5 ft P1= 9219 lbs for OVERSTRENGTH ANALYSIS. @L1= 2.0 . ft P2= 640 lbs from M:L @L2= 4.5 ft ALTERNATE BEAM = n= 0.1111 PSLIVL/6xSAWN DESIGN: (n) (If d>12, Cf= (12/d) f- Dead Load d= TOTAL PSF 0.092 LSL TRIBUTARY (ft) PLF 25 psf =_> 75 plf ROOF = ( 45 )x( 3.0 + 0 ) 135 . 14 psf =_> 126 plf WALL = ( 14 )x( 9.0 + 0 )_ 126 24 psf __> 96 plf FLOOR = ( 64 )x( 4.0 + 0 )_ 256 31 psf =_> 31 plf DECK = ( 71 )x( 1.0 + 0 )= 1 71 1. 19.52 psf =_> 19.5 plf SELF WEIGHT = TOTAL D.L. _ 347.5 PLF TOTAL LOAD = 607.5 PLF - ,`.,......_ ALTERNATE BEAM = n= 0.1111 PSLIVL/6xSAWN DESIGN: (n) (If d>12, Cf= (12/d) f- n= 0.136 LVL d= 11.900 in. in. Size Factor, Cf = 1.00 0.092 LSL b= 5.25 ber, Cr=> No => Cr= Repetitive Mem1 n= E= 2.00 x106 psi Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi Rmax-(w*d)= 7051 lbs Mmax = 14553.81 ft -Ib= 174.65 in -K - Vmax= - Cd= 1.2'1.333 - 1.60 R1= 7654 lbs RZ= 5547 lbs 123 ins O.K. Sreq=Mmax/(Fb*Cd)= 37.73 in � S .9 Proviaea= 62.5 in' O.K. Areq = 1.5*Vmax/(Fv*Cd)= 22.9 in z A � rovided= VER: 1.45 • • ESI/FME Inc. STRUCTURAL ENGINEERS Page: Date: 3/9/2009 Job #: B330 Client: BERKUS Project Name: GREEK RESIDENCE / THE HIDEAWAY LOT 47C Plan #: @WALL OVERSTRENGTH ANALYSIS (SIMPLIFIED METHOD) AT LEFT OF 2ND FLR BED Length of Wall= 8.3 ft Plate Height = 9.0 ft Shear Value From Line 4 is = QE=Total Shear*Length= 401.8 x 8.3 = 3315 lbs SECTION 12.14.3.2.1. 287 x1.4= 402 plf SDS = ( FROM LATERAL SHEET) = 1.40 S = SNOW LOAD = 0 lbs D = DEAD LOAD = 595 lbs R= RAIN LOAD = 0 lbs H = LATERAL EARTH PRESSURE LOAD = 0 lbs Lr = ROOF LIVE LOAD = 170 lbs F = LOADS DUE TO FLUIDS W/ DERPRESSURE = 0 lbs L = LIVE LOAD = 0 Its Eq.5: (1.0+0.14SDS)D+H+F+1.75QE = 6513 lbs <= GOVERNS DOWN FORCE Eq.6: (1.0+0.105SDS)D+H+F+1.313QE+0.75L+0.75(Lr or S or R) = 5162 lbs DOWN FORCE Eq.8: (0.6-0.14SDS)D+H +,1.75QE = 6041 lbs UPLIFT Repetitive Member, Cr=> No => Cr= 1 DESIGN BEAM WITH A DOWN FORCE OF 6513 lbs (-- �FL BM OVER LEFT OF GAR. Member Span = 15.0 ft P1= 6513 lbs for OVERSTRENGTH ANALYSIS @L1= 8.5 ft P2= 0 lbs from @L2= 0.0 ft TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 45 )x( 0.0 + 0 )_' 0 25 psf =_> 0 plf WALL = ( 10 )x( 9.0 + 0 )= 90 14 psf =_> 126 plf FLOOR = ( 64 )x( 2.0 + 0 )= 128 24 psf =_> 48 plf DECK = ( 71 )x( 0.0 + 0 )_ 0 31 psf =_> 0 plf SELF WEIGHT = 26.3 26.25 psf =_> 26.3 plf TOTAL LOAD = 244.3 PLF TOTAL D.L. = 200.3 PLF -•• � �� f1 _ uz`"s ��. 5 25 a'w�+xy %�'�1" 16 �� ; "�1 "'�`#,.'t'"��F (Parallam, PSI) $ „:�? MEMBER ALTERNATE BEAM = DESIGN• n= 0.1111 PSL/VL/6xSAWN Size Factor, Cr = 0.97 [If d>12, Cr= (12/d)(")] n= 0.136 LVL d= 16.000 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.25 in. Fb= 2900 x Cf x Cr= 2809 psi Fv= .290 psi E= 2.00 x106 psi Mmax = 30857.64 ft -Ib= 370.29 in -K Vmax= Rmax-(w*d)= 5197 lbs R1= 4654 lbs RZ= 5522 lbs Cd= 1.2`1.333 = 1.60 Sreq =Mmax/(Fb*Cd)= 82.60 in' Sp,ovided= 224.0 in' O.K. Areq = 1.5*Vmax/(Fv*Cd)= 16.8 in' Aprovlded= 84.0 in O.K. VER: 1.45 C • ESI/FME Inc. STRUCTURAL ENGINEERS Page: 13 Date: 3/9/2009 Job #: 6330 Client: BERKUS Project Name: GREEK RESIDENCE / THE HIDEAWAY LOT 47C Plan #: �WERSTRENGTH ANALYSIS (SIMPLIFIED METHOD) @_��ALL AT RIGHT OF 2ND FLR BED Leength of Wall = 5.0 ft Plate Height = 9.0 ft Shear Value From Line 5 is = QE=Total Shear*Length= 142.8 x 5.0 = 714 lbs SECTION 12.14.3.2.1. Fn= 2.5 102 x1.4= 143 plf SDS = ( FROM LATERAL SHEET) = 1.40 S = SNOW LOAD = 0 lbs D = DEAD LOAD = 595 lbs R= RAIN LOAD = 0 lbs H = LATERAL EARTH PRESSURE LOAD = 0 lbs Lr = ROOF LIVE LOAD = 170 lbs F = LOADS DUE TO FLUIDS W1 DEF.PRESSURE = 0 lbs L = LIVE LOAD = 0 lbs Eq.5: (1.0+0.14SD5)D+H+F+1.75QE = 1961 lbs -GOVERNS DOWN FORCE Eq.6: (1.0+0.105SDs)D+H+F+1.313QE+0.75L+0.75(Lr or S or R) = 1747 lbs DOWN FORCE Eq.8: (0.6-0.14SDS)D+H+1.75QE = 1490 lbs UPLIFT DESIGN BEAM WITH A DOWN FORCE OF 1961 lbs 19 FL BM OVER RIGHT OF GARAGE Member Span = 15.0 ft P1= 1961 lbs for OVERSTRENGfH ANALYSIS @L1= 5.0 ft' P2= 0 lbs from @L2= 0.0 ftt :; z ., , , - .v. ;:,: RI R2 TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 45 )x( 3.0 + 2 )_ 225 25 psf =_> 125 plf WALL = ( 14 )x( 9.0 + 0 )_ 126 14 psf =_> 126 plf FLOOR = ( 64 )x( 1.3 + 0 )_ 85.12 24 psf =_> 31.92 plf DECK = ( 71 )x( 0.0 + 0 )= 0 31 psf =_> 0 plf SELF WEIGHT = 19.5 19.52 psf =_> 19.5 plf TOTAL LOAD = 455.6 PLF TOTAL D.L. = 302.4 PLF MEMBER SIZE ( A 1' 1vKr r 5 25<�� x' YL 119 „)• .ALTERNATE BEAM = DESIGN• n= 0.1111 PSL/VL/6xSAWN 'Size Factor, Cf = 1.00 [If d>12, Cf= (12/d)(")] n= 0.136 LVL d= 11.900 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL b= 5.25 in. Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi E= 2.00 x106 psl Mmax = 19352.04 ft -Ib= 232.22 in -K Vmax= Rmax-(w*d)= 4273 lbs R1= 4725 lbs R2= 4071 lbs Cd= 1.2'1.333 = 1.60 Sreq=Mmax/(Fb*Cd)= 50.17 in' Sp,.a„ ided= 123.9 in' O.K. Areq = 1.5*Vmax/(Fv*Cd)= 13.8 in' Aprovided= 62.5 int O.K. VER: 1.45 • • ESI/FME Inc: STRUCTURAL ENGINEERS Page: Date: 3/9/2009 Job #: B330 Client: BERKUS Project Name: GREEK RESIDENCE / THE HIDEAWAY LOT 47C Plan #: - OVERSTRENGTH ANALYSIS (SIMPLIFIED METHOD) 88 WALL AT REAR OF 2ND FLR BED Length of Wall = 9.5 ft Plate Height = 9.0 ft Shear Value From Line 8 is= , 188 x1.4= 263 plf QE=Total Shear*Length= 263.2 x 9.5 = 2500 lbs SECTION 12.14.3.2.1. SOS = ( FROM LATERAL SHEET) = 1.40 ROOF = ( 45 )x( 6.0 + 2 )= 360 25 psf =_> 200 S = SNOW LOAD = 0 lbs D = DEAD LOAD = 1786 lbs 31 psf =_> 0 R= RAIN LOAD = 0 lbs H= LATERAL EARTH PRESSURE LOAD = 0 lbs Lr = ROOF LIVE LOAD = 950 lbs F= LOADS DUE TO FLUIDS W/ DERPRESSURE = 0 lbs L= LIVE LOAD = 0 lbs Eq. 5: (1.0+0.14SDs)D+H+F+1.75QE Fb= 2900 x Cf x Cr= 2772 psi Fv= 290 psi = 6512 Mmax = 83396.91 ft -Ib= 1000.76 in -K lbs -GOVERNS DOWN FORCE Eq.6: (1.0+0.105SDs)D+H+F+1.313QE+0.75L+0.75(Lr or S or R) = 6044 - Sreq=Mmax/(Fb*Cd)= 226.18 lbs DOWN FORCE Eq.8: (0.6-0.14S0s)D+H+1.75QE • = 5097 VER: 1.45 lbs UPLIFT DESIGN BEAM WITH A DOWN FORCE OF 6512 lbs 21 DROP BM @ REAR OF GARAGE Member Span = 17.0 ft P1= 6512 lbs for OVERSTRENGTH ANALYSIS @L1= 7.0 ft P2= 6825 lbs from BM19+DECK @L2= 12.0 ft TOTAL PSF TRIBUTARY (ft) PLF Dead Load ROOF = ( 45 )x( 6.0 + 2 )= 360 25 psf =_> 200 plf WALL = ( 14 )x( 9.0 + 0 )= 126 14 psf =_> 126 plf FLOOR = ( 64 )x( 6.0 + 0 )= 384 24 psf =_> 144 plf DECK = ( 71 )x( 0.0 + 0 )= 0 31 psf =_> 0 plf SELF WEIGHT = 29.5 29.53 psf =_> 29.5 plf TOTAL LOAD = 899.5 PLF TOTAL D.L. = 499.5 PLF MEMB007", fl# ( 1 )K K 5 25 z "�L b 18 � F (Parallam,PSL) ALTERNATE BEAM = DESIGN: n= 0.1111 PSLIVL/6xSAWN Size Factor, Cf = 0.96 [If d>12, Cf= (12/d)(")] 4 n= 0.136 LVL d= 18.000 in. Repetitive Member, Cr=> No => Cr= 1 n= 0.092 ISL b= 5.25 in. Fb= 2900 x Cf x Cr= 2772 psi Fv= 290 psi E= 2.00 x106 psi Mmax = 83396.91 ft -Ib= 1000.76 in -K Vmax= Rmax-(w*d)= 13796 lbs R1= 13484 lbs R2= 15145 lbs Cd= 1.2'1.333 = 1.60 - Sreq=Mmax/(Fb*Cd)= 226.18 in Sprovided= 283.5 in O.K. Areq = 1.5*Vmax/(Fv*Cd)= 44.7 int Aprovlded= 94.5 int O.K. VER: 1.45 ' n= 0.1111 P5L/VU6xSAWN Pager_ DESIGN• (n) [If d>12, Cf=(12/d) ] I / F M E Inc . Date: 2-4-09 Size Factor, Cf = 1.00 Repetitive Member, Cr=> No => Cr= E::RUTURAL ENGINEERS ,ob #: 109"6330 lbs Mmax = 20157.09 ft -Ib= 1 5759 lbs Cd= 2-Occupance Client: Project Name: GREEK RESIDENCE @ THE HIDEAWAY- LOT 47C Plan #: R1 3613 lbs R2 D.L 3613 lbs 2146 lbs %2 P2 2146 lbs R2LL= LL R RILL= 83.40866 in3 3 Sprov.= 123.9. in / 1ri;A4 (� PlC�,� I. xlBM - 62.5 in UDS(ASD) OVER NOOK 2 ' Areq = 1.5*Vmax/(Fv*Cd)= 25.6. in2. A rov.= P O.K. pan = 14.0 ft1= 14.00 ft 0 lbs w T:: P1= 0 lbs from BM.. @x1= 0.0 ft DL= RI Rz P2= 0 lbs from BM.. @x2= 0.0 ft DL= 0 lbs �( Pi 7O V�mber Span = 14.0 ft L1= 14.00 ft Dead Load O.K.. PSF TRIBUTARY PLF 25 psf =_> 350 plf ROOF = ( 45 )x( 6.0- + 8.0 )= 630 )_ 126 - 14 psf =_> 126 plf WALL = ( 14 )x( 9.0 + 0.0 24 psf ==.> 0 plf FLOOR = ( 64 )x( 0.0 . + 0.0 )= 470215 ' + . 0.0 )_ 31 psf =_> 20.615 0:0 plf DECK = ( 71 )x( 0.7 MISC. OVER FULL LENGTH = 0.0 ' 0 Psf =_> 19.52 psf =_> 19.5 plf plf 31 psf ==> 0 SELF WEIGHT = 19.5 822.7 PLF TOTAL D.L. = 516.1 PLF plf TOTAL LOAD = 19.5 psf ==> 19.5 Of • ALTERNATE BEAM = n= 0.1111 P5L/VU6xSAWN n= 0.1111 PSUVU6�WN DESIGN• (n) [If d>12, Cf=(12/d) ] n= 0.136 LVL d= 11.90 in. 5.25 in. Size Factor, Cf = 1.00 Repetitive Member, Cr=> No => Cr= n= 0.092 LSL b= E= 2.0 x106 psi 11.90 in. 5.25 in. Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi Vmaz= Rmax-(w*d)= 4943 241.89 in -K lbs Mmax = 20157.09 ft -Ib= 1 5759 lbs Cd= 2-Occupance R1= 5759 lbs R2= Repetitive Member, Cr=> - No => Cr= Fv= R1 3613 lbs R2 D.L 3613 lbs 2146 lbs psi 2146 lbs R2LL= LL R RILL= 83.40866 in3 3 Sprov.= 123.9. in O.K. Sre Mmax/(Fb*Cd)= q � - 62.5 in O.K. 2 ' Areq = 1.5*Vmax/(Fv*Cd)= 25.6. in2. A rov.= P O.K. Allow. Def = U 240 = 0.70 in. Actual Def.= 0.48 in. Camber'--D.L. Def.x 1.5 = N.A. in. Actual Def.= U 348 Dead Load Def.= 0.30 in. P2 FL BM @ FRONT OF BAR P C � , �T�M 62 %I Pi 7O V�mber Span = 14.0 ft L1= 14.00 ft i µ w - lbs O.K.. Sreq = Mmax/(Fb*Cd)= 97.93479 P1= 0 lbs from BM. @x1= 0.0 ft DL=. o Rl int P2= 0 lbs from BM.. @x2= 0.0 ft DL= 0 Ibs u in Aprov.= Actual Def.= 0.57 Dead Load O.K. PSF TRIBUTARY PLF 25 psf ==> 162.5 plf ROOF = ( 45 . )x( 3.5 + 3.0 )_ 292.5 126 14 > 126 plf WALL = ( 14 )x( 528 24 psf ==> 19B pif FLOOR= ( 64 )x( 8.3 + 0.0 )= 0 31 psf ==> 0 plf DECK=('_ 71 )x( 0.0 + 0.0 )_ 0 0 psf ==> 0.0 plf a0 MISC. OVER FULL LENGTH = " 19.5 psf ==> 19.5 Of SELF WEIGHT = 19.5 TOTAL D.L. = 506:0. PLF TOTAL LOAD = 966.0 PLF : ALTERNATE BEAM = n= 0.1111 PSUVU6�WN DESIGN (nj 1.00 (If d>12, G=(12/d) ) n= 0.136 LVL d= b= 11.90 in. 5.25 in. Size Factor, Cf = n= 0.092 LSL Repetitive Member, Cr=> - No => Cr= Fv= 290 psi E= 2.0.x10^6 psi Fb= 2900 x Cf x Cr= 2900 psi 284.0109 in -K Vmax= Rmax-(w*d)= 5804 lbs Mmax = 23667.574 ft -lb= 6762 Ibs 1 Cd= .2-Occupance = i R1= 6762 lbs 02= 3542, lbs R2 D.L= 3542 lbs lbs R1 LL- 3220 lbs R2 LL= 3220 in3 O.K.. Sreq = Mmax/(Fb*Cd)= 97.93479 in Sprov.= .123.9 62.5 int O.K. Fv*Cd - 30.0 Areq = 1.5*Vmax/( )- in Aprov.= Actual Def.= 0.57 in. O.K. Allow. Def = L/ 240 = 0.70 in. Camber = D.L. Def.x 1.5 = N.A.. in. Actual Def.= U 297 VER 1.4 I . " • - � I to Job # B330 Title : HIDEAWAY LOT 471C Date: 10:41AM,' 21 MAY 09 Dsgnr: t Description: TOP FL BM OVER NOOK AND BAR y .;. Scope ` { p Page 1 Rev: 560004 G@Illera� Timber Pearn enercalc.ecwCalculations User. KW -0600077. Ver 5.8.0. 1-0ec-2003 w (c)1983-2003 ENERCALC Engineering Software Description BM #7 AT RIGHT OF NOOK • ' Information Code Ref. 1997/2001 NDS; 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined General _ 22.00 ft ...Lu 0.00 ft Center Span r ft Lu t 0.00 ft • Section Name 8.75x21 :Left Cantilever Beam Width 8.750 in _ ft • • • • .Lu 0.00 ft Beam Depth 21.000 in Right Cantilever - ,' GluLam Douglas Fir, 24F'- V4 Member Type '.i Fb Base Allow 21400.0 psi' 1.250 Fv Allow 240.0 psi Load Dur. Factor Fc Allow 650.0 psi 1 Beam End Fixity Pin -Pin 1,800.0 ksi , { E Trapezoidal Loads. _ ,. #1 DL @Left - 11.000 ft 233.00 #/ft LL @ Left 300.00 #/ft Start Loc 22 000 ft , 300.00 #/ft End Loc D(...},�.�.. DL @ Right 233.00 #/ft LL @ Right ' #2 DL @Left 376.00 #/ft LL @ Left . 200.00 #/ft . Start Loc 11 :000: ft 376.00 #/ft + - LL @ Right 200.00 #/ft End Loc 22. 000 ft DL @ Right DOw Point Loads ' lbs lbs lbs lbs Dead Load 3,617.0 lbs 3,542.0 lbs 600.0 lbs lbs lbs lbs Live Load 2,146.0 lbs 3,220.0 Ib§ ' 480.0 lbs E lbs 0.000 ft . 0.000 ft 0.000 ft .distance 11.000 ft 6.000 ft 11.000 ft 0.000 ft " >, Beam Design OK Summary ; Span= 22.00ft, Beam Width = 8.750in k Depth = 21.in, Ends are Pin -Pin. Max Stress Ratio o.63a' : 1 91.5•k -ft Maximum Shear * 1.5 55.8 k -. Maximum Moment. 1a3.4 k -ft , • --Allowable , . Allowable Shear: @ Left 11.39 k ' Max. Positive Moment 91.47 k -ft • at 11.000 ft @ Right, . 14.41 k Max. Negative Moment 0.00 k -ft ' at 22.0001. 0.000 in 0.00 k -ft . '. •` 'Camber: @ Left Max @ Left Support , ; @ Center 0.521 in Max @ Right Support 0.00 k -ft @ Right • 0.000 in Max. M allow 143.44 Reactions..., 11.39k Max tb 1,706.72 psi tv 102;54 psi Left t 6.36 k -` Max 14.41 k Fb 2,676.49 psi, Fv 300.00 psi Right DL 8.10 k', Deflections - : Dead Load Total Load Dead Load Total Load ' Left Cantilever... 0.000 in Center Span... + -0.613 in • , Deflection 0.000 in =0.347 in Deflection 11.088 ft *11.088, ft... :Length/D.efl 0.0 0 ...Location 430.38 ` • ...Length/Deft 760.0 M Right Cantilever... 0.000 in. 0.000 in Deflection 0.0 Camber ( using 1.5' D.L. DeFl) ::. ...Length/Deft 0.0 @ Center 0.521 in r @ Left 0.000 in +� @ ' 0.000 Right m = s • "t 1 ," ` f Title: HIDEAI VAY LOT 471 C • Job # 6330 ' Date: 10:41AM, 21 MAY 09' TDsgnr. Description: TOP. FL BM OVER NOOK AND BAR r _ : , Scope Page 2 I Rev. 580004 General Timber Beam enercalc.ecwcalculations User. KW -0600077• Ver 5.B.0. 1=Dec-2003 (c)1983 2003 ENERCALC Engineering Software . IMP AT RIGHT OF NOOK Description t ;Stress Calcs Bending Analysis S 0.000 ft ` '" •+ Sxx ' 643.125 in3 Area ' '183.750 int 3.000 Ck 19.865 Le Cv . 0.892 Rb 0.000 �' • Sxx Redd r Allowable fb s Max Moment 410.10 in3 .2,676.49 psi @Center 91.47 0.00 k -ft + 0.00 in3. . 2,676.49 psi ; @ Left Support 0.00 k -ft ' 0.00 in3 2,676.49 psi @ Right Support ' @ Left Support , @Right Support Shear Analysis 17.08 -k 18.84 k " Design Shear 56"945 int ,' 62.803 int Area Required 300.00 psi 300.00 Fv: Allowable Bearing @ Supports 11.39 k" Bearing Length Req'd 2.002 in i Max.. Left Reaction . 14.41 k - Bearing Length Req'd , - . 2.534 in Max. Right Reaction: I Query Values Shear Deflection M, V, & D pec se Locations Moment 11.39 k 0.0000 in @ Center Span Location = 0.00 ft _ 0.00 k ft 0.00 k ft 0.00 k 0.0000 in @Right Cant: Location = s 0.00 ft F , 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location= 0 00 ft;, v' !' • • , Art _. +. ' - r 1 -R •• ✓• •j,. ♦ • � Page: ESI / F M E Inc. Date:.2-4-09 STRUCTURAL ENGINEERS ,ob #: 109-8330 Client: Project Name: GREEK RESIDENCE .@ THE HIDEAWAY- LOT 47C Plan #: . P2 S 2005 (ASD) I Xt 17 DR @ REAR OF STAIR P I 13.50 ! t 3.5 ft Ll- 3.50 ft w ., ._...._. _ mber Span = DL= 2122 Ibs is^:;im , r_ r., ;,: Fr: P1= 3641 lbs from BM 16 @X1= 3.0 ft ,RI R2 @x2= 0.0 ft DL= , 0 lbs U P2= 0 lbs from - BM.. A0059 Dead Load .. PSF TRI A4;rr � PLF 25 psf =_> 0 plf ROOF = ( 45 )x(' 0.0 + 0.0 )= 0 14 ' psf =_> 21 plf WALL = ( 10 . )x( + 0.0 )= 15 24 psf 96 plf 4.0 + 0.0 )= 256If FLOOR = ( 64 )x( + 0.0 )= 0 . 31 P __> 0 P DECK = ( 71 )x( 0 psf __> 0.0 plf MISC. OVER FULL LENGTH = 0 0 9.2 plf 9.2 9.167 psf =_> SELF WEIGHT TOTAL D L 126.2 PLF TOTAL LOAD 280 2 PLF F, r M:.....R SIZE : i..,.,F,�x.1 :..).. , r.:•.... ._ . _ ... ,. .,_ .. "...... , .. . EMBE ALTERNATE BEAM = n= 0.1111 PSUVU6xSAWN DESIGN' d= 5.5 in. Size Factor, Cf = 1.00 [If d>12, Cf=(12/d)1"�] n= 0.136 LVL 5.5 in. � n= 0.092 LSL b= Repetitive Member, Cr=> , No => Cr= E= 1.6 x106 psi Fb= 1200 x Cf x Cr= 1200 psi Fv= 170 psi Vmax= Rmax-(w*d)= 3777 lbs Mmax = 2075.15 ft-Ibs 24.90 in -K - 1 R2= 3783 lbs Cd= 2-Occupance Ri= 1039 lbs . RI °•L- 1743 lbs 221 : lbs R2 D.L= 2040 lbs RILL= 816 lbs R2LL= 3 O.K. Sreq = Mmax/(Fb*Cd)= 20.75148 in3 Sprov.= 51.6 in z Aprov.= 41.3 in O.K. • Areq = 1.5*Vmax/(Fv*Cd)= 33.3 • in O.K. Actual Def.= 0.01 in. Allow. Def = L/ 240 0'18 in.. 2840 Dead Load Def.= 0.01 in. Camber = D.L._Def.x 1.5 = N.A. in. Actual Def.= U xz P2 P1 18 FL BM OVER SERVICE I 10.5 ft L1= � 10.50 ft i w ... Member Span = @x1= 5.5 ft DL= 611.1 lbs ''' P1= 1100 lbs from G.T. 1 •@xz= 8.0 ft DL= 937.5 lbs Ll P2= 1688 lbs from ROOF Dead Load PSF TRIBUTARY PLF 25 psf > 125 plf =_ ROOF = ( 45 )x( 3.0 , + 2.0 )_ 225 14 psf =_> 126 pif WALL = ( 14 )x( 9.0 + 0.0 )_ 126 > 174 plf 24 psf =_ FLOOR= ( 64 )x( 7.3 + 0.0 )= 464 31 psf =_> 0 plf DECK = ( 71 )x( 0.0 + 0.0 )_ - 00 psf > 0.0 plf __ MISC. OVER FULL LENGTH = 0.0 19.5 Psf __> 19.5 pif SELF WEIGHT = 19.5 83 TOTAL LOAD = 4 5 PLF TOTAL D L 444.5 PLF Fa ALTERNATE P5L) ALTERNATE BEAM = a n= 0.1111 PSLIVL/6x5AWN DE_ SIGN, - d= 11.90 in. 1.00 ' [If d>12, Cf n= n= 0.136 LVL b= 5.25 in. Size•Factor, Cf = J n= 0.092 LSL Repetitive Member, Cr=>, No 0 Cr= f ' 2.0 x10^6 psi 2900 psi Fv= 290 psi E_ Fb= 2900 x Cf x Cr= 211.1522 in -K Vmax= Rmax-(w*d)= 6224 lbs Mmax = 17596.014 ft -Ib= Cd= 2-Occupance = 1 R1= 5307 lbs R2= 6243 Ibs 2560 lbs Rz °.L= 3368 Ibs RI °•L= 2875 Ibs 2747 lbs R2LL- O.K. RILL= Sprov.= 123.9 in3 Sreq = Mmax/(Fb*Cd) 72.81109 in in' 62.5 int O.K. Areq = 1.5*Vmax/(Fv*Cd)= 32.2 iri Aprov= O.K. Allow. Def = L/ 240 = 0.53 in. Actual Def.= •0.24 in. ss2 VER: 1.4 _ , „ ., ;,, Camber= D.L. Def.x 1.5 = N.A. in. Actual Def.= U Page: •ESI / F M E Inc. Date: 2-4-09 STRUCTURAL ENGINEERS Job #: 109-B330 Client: Plan #: Project Name: GREEK RESIDENCE @ THE HIDEAWAY- LOT 47C NUJ tuw 1-1 9 LBM OVER RIGHT OF GARAGE Ll- 15.00 ft Member Span = 15.0 ft @x1= 0.0 ft DL= o lbs P1= 0 lbs from P2= 0 lbs from BM.. @:2= 0.0 ft • DL= o lbs PSF n= 0.1111 pSL/vL/6�WN . TRIBUTARY PLF ROOF = ( 45 )x( 3.0 + 2.0 )= 0.0 )= 225 126 WALL = ( 14 64 )x( )x( 9.0 + 1.3 + 0.0 )= 85.12 FLOOR = ( DECK = ( 71 )x( 0.0 + 0.0 )= 0 plf 14 psf =_> 126 MISC. OVER FULL LENGTH = .0 31.92 pif 31 psf =_> SELF WEGHT =19.5 pif 0 psf __> 0.0 plf TOTAL LOAD =--455-6 PLF P1 Xl n= 0.1111 pSL/vL/6�WN ;R1 d= 11.90 in. n= 0.136 LVL 5.25 In. Size Factor, Cf = 1.00 Repetitive Member, Cr=> No => Cr= n= 0.092 LSL X1 E= 2.0 x106 psi pz Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi 153.78 in -K Vmax= Rmax-(w*d)= 2965 lbs L1 Cd= 2-Occupance = 1 Dead Load 25 psf =_> 125 plf 14 psf =_> 126 plf 24 psf =_> 31.92 pif 31 psf =_> 0 pif 0 psf __> 0.0 plf 19.52 psf =_> 19.5 plf TOTAL D.L. = 302.4 . PLF ALTERNATE BEAM = n= 0.1111 pSL/vL/6�WN DESIGN: [ If d>12, G=(12/d)!°� d= 11.90 in. n= 0.136 LVL 5.25 In. Size Factor, Cf = 1.00 Repetitive Member, Cr=> No => Cr= n= 0.092 LSL X1 E= 2.0 x106 psi Fb= 2900 x Cf x Cr= 2900 psi Fv= 290 psi 153.78 in -K Vmax= Rmax-(w*d)= 2965 lbs Mmax = . 12814.97 ft -Ib= lbs Cd= 2-Occupance = 1 R1= 3417 lbs R2= 3417 2268 Ibs' R2 D.L_ 2268 lbs RI °•L- 1149 lbs R 1149 lbs R2LL- LL- 53.02747 in Sprov.= 123.9 in3 O.K. Sreq = Mmax/( Fb*Cd)= 62.5 int O.K. z Areq = 1.5*Vmax/(Fv*Cd)= 15.3 in Aprov.= in. O.K. 0.75 in. Actual Def.= 0.35 Allow. Def = L/ 240 = Actual Def.= U 511 Camber = D.L. Def.x 1.5 = N.A. in. Dead Load Def.= 0.23 in. X2 P2 �C� `A fN. Pi �T xl 254 A C 20 DROP BM OVER FRONT OF GARAGE ft w . mber Span = 22.0 ft Li- 22.00 17.0 ft DL= 2268 lbs _;; 'x"'':':: R2 P1= 3417 lbs from BM19 @x1= . Lal • 5940 lbs from 45*16/2*16.5-roof @x2= 8.3 ft DL= 3300 lbs Ll P2= Dead Load PSF - TRIBUTARY PLF 25 Psf =_ > 200 plf ROOF = ( 45 )x( 6.0 + 2.0 )= 360 126 14 psf ==> 126 plf Q WALL = ( 14 )x( 9.0 + 0.0 )_ 0.0 )_ 384 24 psf ==> 144 plf 0 plf ' � ]00 FLOOR= ( 64 )x( 6.0 + . 0.0 )= 0. 31 psf ==> 0.0 plf }OF DECK = ( 71 )x( 0.0 + MISC. OVER FULL LENGTH = 0.0 0 psf =_> 47.5 psf =_> 47.5 plf 47.5 SELF WEIGHT = TOTAL D.L. = 5 .7.5 PLF TOTAL LOAD = 9 .7.5 PLF z "� D=,(Glulam;24F Y4)r MEMBER,SIZE:- ( .;:-, 1•::) .y k ::_.. ALTERNATE BEAM = n= 0.1111 PSL/VL/6xSAWN DESIGN: 0.93 [If d>12, G=(12/d)!"1] d= 22.50 in. n= 0.136 LVL 6.75 in. Size Factor, Cf = Repetitive Member, Cr=> No => Cr= 1 n= 0.092 LSL X1 Fv= 190 psi E= 1.8 x10^6 psi Fb= . 2400 x Cf x 2238 psi 1192.039 in -K Vmax= Rmax-(w*d)= 14871 lbs 6. Mmax = 99336.557 ft -Ib= 14960 Ibs Cd= 2-Occupance = 1 R1= 14581 lbs R2= 8682 lbs 7758 lbs Rz D.L= R-1 D.L- R2 LL= . 6278 Ibs 6823 lbs 3 O.K. RILL= Sreq = Mmax/(Fb*Cd)= 532.5768 3 S rov.= 569.5 in in = 151.9 int O.K. Areq = 1.5*Vmax/(Fv*Cd)= 117.4 Apr. in 0,75 in. O.K. Actual Def.= = 1.10 in.. 3s2 VER: 1.4 Allow. Def = L/ 240 Camber = D.L. Def.x 1.5 = 0.65 in. Actual Def.= U C-] • • R1= 9654 IDS R1 °•L- 4600 lbs R2 D.L-- 6851 lbs R1 L.L.= 5054 lbs R2 L.1.= 5612 lbs Sreq = Mmax/(Fb*Cd)= 243.1968 in3 Sprov.= z Aprov.= Areq = 1.5*Vmax/(Fv*Cd)= 64.2 in Allow. Def = L/ 240 0.85 in. Actual Def.= Load Def.= 0.32 in. Camber = D.L. Def.x 1.5 = Dead N.A. in. PI xl i w R2 01 LI 22 GARAGE HDR `Member Spa P1= 14960 lbs from P2= 0 lbs from Page: �f ROOF = ( ESI / F M E Inc..Date: 2-4-09 14 lob #: 109-8330 ENGINEERS ---- STRUCTURAL •JIM Client: 71 @,THE HIDEAWAY- LOT 47C Plan #: Project Name: GREEK RESIDENCE 74.5 PLF plf NDS 2005 (ASD) I xl plf ROP BM @ REAR OF GARAGE 21.00 ft i . I 1 PLF 17.0 17 ft L1= W.... Member Span = pL= @x1= 11.0 ft 2268 lbs "` = '` ="' ' `` 112 P1= 3417 lbs from BM19 DECK @)c2= 13.0 ft DL= 1488 lbs LI P2= 3408 lbs from Dead Load PSF TRIBUTARY PLF = 25 psf _> 200, plf ROOF = ( 45 ')x( 6.0 +. 2.0 )= 360 126 14 psf =_> 126 plf WALL = ( 14 )x( 9.0 + D.0 )_ )= 384, 24 psf =_> 144 0 plf plf FLOOR = ( 64 )x( 6.0 + 0.0 0.0 )= 0 31 psf =_> 0.0 plf DECK = ( 71 )x( 0.0 + MISC. OVER FULL LENGTH = 0-0 0 psf 29.53 psf =_> 29.5 plf SELF WEIGHT = 29.5 TOTAL D.L. = 499.5 PLF TOTAL LOAD 899 5 PLF x s F- (Parallam, PSL)' -0i' ALTERNATE BEAM = n= 0.1111 PSL/W6xSAWN DESIGN• )I"I] 0.96 [If d>12, CF=(12/d n= 0.136 LVL d= 18.00 in. b= 5.25 in. Size Factor, Cf = Member, Cr=> No => Cr= n= 0.092 ISL E_ 2.0 x106 psi Repetitive Fb= 2900 x Cf x Cr= 2772 psi Fv= 290 psi 674.23 in -K Vmax= Rmax-(w*d)= 12419 lbs Mmax = 56186.04 ft -Ib= Cd= . 2-Occupance _ 1 R2= 12463 lbs C-] • • R1= 9654 IDS R1 °•L- 4600 lbs R2 D.L-- 6851 lbs R1 L.L.= 5054 lbs R2 L.1.= 5612 lbs Sreq = Mmax/(Fb*Cd)= 243.1968 in3 Sprov.= z Aprov.= Areq = 1.5*Vmax/(Fv*Cd)= 64.2 in Allow. Def = L/ 240 0.85 in. Actual Def.= Load Def.= 0.32 in. Camber = D.L. Def.x 1.5 = Dead N.A. in. PI xl i w R2 01 LI 22 GARAGE HDR `Member Spa P1= 14960 lbs from P2= 0 lbs from 18.5 ft BM20 L1= 18.50 ft @x1= 5.5 ft DL= 7319 lbs @x2= 0.0 ft • DL= 0 IDS TRIBUTARY PSF ROOF = ( 45 WALL = ( 14 FLOOR= ( 64 DECK = ( 71 18.5 ft BM20 L1= 18.50 ft @x1= 5.5 ft DL= 7319 lbs @x2= 0.0 ft • DL= 0 IDS TRIBUTARY PLF )x( - 0.0 + 1.0 )=i 45. 0 )x( 0.0 +0.0 )= 0 )x( 0.0 + 0.0 )_ 0 )x( 0.0 + 0.0 )= OVER FULL LENGTH = . 0.0 .MISC. SELF WEIGHT = 29.5 TOTAL LOAD = 74.5 PLF 283.5 in O.K. 94.5 in' O.K. 0.57 in. O.K. Actual Def.= U 356 Dead Load . 25 psf ==> 25 p lf 14 psf =_> 0 0 plf plf 24 psf =_>-, 0 plf 31 psf =_> 0 psf =_> 0.0 plf 29.5 psf ==>29.5 plf TOTAL D.L. = 54.5 1 PLF ALTERNATE BEAM = n= 0.1111 PSUVU6x5AWN DESIGN: d= 18.00 in. 0.96 [If d>12, CI=(12/d)I"I] n= 0.136 LVL 5.25 in. Size.Factor, Cf = n= 0.092 LSL b= Repetitive Member, Cr=> No => Cr= 290 psi E= 2.0 x10^6 psi 2772 psi Fv= Fb= 2900 x Cf x Cr= 732,083 in -K_ Vmax= Rmax-(w*d)= 11090 lbs Mmax = 61006.918 ft -Ib= Cd = 2-Occupance = 1 R1= 11202 lbs R2= 2680 Ibs. lbs Rl °•'-- 506 lbs R2 D.L.= 2680 P-1 LL= 10694 lbs R2L.L.= 2457 lbs Sreq = Mmax/(Fb*Cd)= 264.0636 in 3 z Areq = 1.5*Vmax/(Fv*Cd)= U 93 in. 7.4 in Allow. Def = U 240 Camber = D.L. C Sprov.= 283.5 in O.K. Aprov.= 94.5 in' O.K. Actual Def.= 0.74 in. 301 O.K. VER 1.4 = N.A. in. Actual Def.= U Page: --6` =ESI/ F M E Inc.Date: 2-4-09 RAL ENGINEERS '°b #' 109-633° Client: . Project Name: GREEK RESIDENCE @ THE HIDEAWAY- LOT 47C Plan #: uP2 X1 P1 D (ASD) P. C. 'tt !�_ 33 LITER GARAGE HDR ..•nn 18.3 ft L1- W ember Span = DL1077 lbs R, PI= 1938 lbs from 45'6.5/2`13.25-ROOF @X1= 11.6 ft = Rl R2 P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs L1 Dead Load PSF TRIBUTARY PLF > 287.5 Of 11.5 + 0.0 )= 517.5 25 psf ROOF = ( 45 )x( 21 14 psf =_> 21 plf WALL = ( 14 )x( 1.5 + 0.0 )_ 24 > 0 plf 0 plf FLOOR = (. 64 )x( 0 31 psf__ DECK = ( 71' )x( 0.0 + 0.0 )_ 0 0 psf 0.0 plf MISC. OVER FULL LENGTH = 0.0 22.97 P __> 23.0 plf SELF WEIGHT = 23,0 TOTAL LOAD 561-5 PLF TOTAL D.L. 3731_5 PLF MEMBER`SIZE... _ � ... :1:.; .) ;, al. n. r,• _ < ..... - ALTERNATE BEAM = n= 0.1111 P Llv'40 AWN DESIGN' d= 14.00 in. Size Factor, Cf = 0.98 [If d>12, C,=(12/d)Ln)] n= 0.136 LVL 5.25 in. n= 0.092 LSL b= Repetitive Member, Cr=> No => Cr= E= 2.0 x106 psi Fb= 2900 x Cf x Cr= 2851 psi Fv= 290 psi Vmax= Rmax-(w*d)= 2582 Ibs Mmax = 14147.27 ft-Ib= 169.77 in-K = R1= 3237 Its R2= 1813 lbs Cd= 4-Roof 1.25 R1 °•L- 706 lbs; 1545 lbs R2o,L_ 1107 lbs R1 LL= 1692 lbs R2LL- 3 171.5 in O.K. q = * 47.64059 in Sproy.= Sre Mmax/(Fb Cd)= z Aprov.= 73.5 in' O.K. Areq = 1.5*Vmax/(Fv*Cd)= 10.7 in O.K. 0.91 in. •Actual Def.= .0.35 in: Allow. Def = L/ 240 620 Dead Load Def.= 0.46 in, Camber = D.L. Def.x 1.5 = N.A. in. Actual Def.= U X2 P2 X1 P1 -N.A. 0.0 ft L1= 0.00 ft w Member Span = DL= 0 lbs i:.,r;::„4.: -ILL @X1= 0.0 ft VRI R2J P1= 0 lbs from f P2= 0 lbs from @x2= 0.0 ft DL= 0 lbs L1 Dead Load PSF TRIBUTARY PLFIf 0 0 P 25 psf =_> ROOF = ( 45 )x( 0.0 + 0.0 )_ 14 psf ==> 0 plf WALL = ( 14 )x( 0.0 + 0.0 )_ 0 24 psf ==> 0 plf FLOOR= ( 64 )x( 0-0. + 0.0 )= 0 31 Psf ==> 0 plf DECK = ( 71 )x( 0.0 + 0.0 )_ 00 psf ==> 0.0 plf MISC.-OVER FULL LENGTH = 0.0 11.6 11.6 psf =_> 11.6 plf SELF WEIGHT = TOTAL D.L. = 11.6 PLF TOTAL LOAD 11 6 PLF MEMBER SRE .:. ..77 1 ALTERNATE BEAM = n= 0.1111 PSL/V[40-1- DESIGN: d= 9.50 in. 1.00 [If d>12, C{=(12/d)in)] n= 0.136 LVL 5.5 in. Size•Factor, Cf = n= 0.092 LSL b= • Repetitive Member, Cr=> No => Cr= t Fv= 170 Psi E_ 1.6 x10^6 psi Fb= 1350 x Cf x Cr= 1350 psi #DIV/0! lbs Rmax-(w*d)= Mmax = #DN/0! ft-Ib= #DIV/01 in-K Vmax= 4-Roof = 1.25 R1= #DIV/0! lbs R2= #DIV/0! lbs �_ #DIV/0! lbs, R21).L= #DIV/0! Ibs R1 °•L=#DIV/0! Ibs R1 LL= #DIV/01 lbs R2LL- Sreq = Mmax/(Fb*Cd)= #DIV/0! in3 Areq = 1.5*Vmax/(Fv*Cd)= #DIV/01 in Allow. Def L/ 240 = 0.00 in. - .... u .- Camber.= D.L. I 3 ### Sprov.= 82.7 1n z ### Aprov.= 52.3 in Actual Def.= #DIV/0! in. #### ### = N.A. in. Actual Def.= U VER: 1.4 Page: r ESI /F M E Inc. Date: 2-2_ 0-09 • Job #: 1.0_ STRUCTURAL ENGINEERS Client: BERKUS Project Name: GREEK RESIDENCE AT THE HIDEAWAY LOT 47 Plan #: k SHEAR_ ;WALL:DESIGN ;. PLATE HT= 8 ft O WALL(S) @ LEFT OF COVERED TERRACE - WALL 4=, 0.00 ft WALL 5= 0.00 ft WALL 1= 2.50 ft WALL 2= 2.50 ft WALL 3= 0.00 ft 14.0 'ft/2+ 0 ) - 847 lbs. TOTAL WALL LENGTH= 5.00 ft T1 LOAD =( 121 lbs/ft) ( _ p lbs. Wall @ Exterior 2x6 0 lbs/ft) ( 0.0 ft / 2 + 0 ) p lbs. Concrete = 2500 psi LOAD =(. 0 lbs/ft) ( 0.0 ft/2+ 0 ) - LOAD =( 0 lbs. LOAD =( 0 lbs/ft) ( 0.0 ft/2+ q ) = 169 lbs / ft L SHEAR = T. LOAD / L =. 847 lbs / 5.00 ft ANCHOR/STRAP? STRAP CORRECTED "V VALUE PER HEIGHT/ r 8 WIDTH RATIO= , 0/c lbs ft / SPN8 GOV.FORCE= WIND U S E 11 W/16d S.P.N. LOAD= 424 lbs. O.T.M.= 3388 ft -lbs UPLIFT: L (Wall)= 2.5 ft 0.67x Bearing Wall Weight +Roof D.L.xTrib.. Width+Flloor ft L xTrib.W L ]x(S2 Length)' )Z /2 TAW- 0 ft RESISTING MOMENT = [ 112 lbs RDL= 25 • psf WALL WT= 14 plf x . 8 ft = UPLIFT= 1220 lbs RES.MOM= 339.2 lbs UPLIFT=(O.T.M.-R.M.)/Lwap 2540. lbs OX PROVIDE SIMPSON: ST6224 PER POST, CAPACITY= JOIStS @ 24 "O.C. +T2 hra m Length= 15 ft Provide A35 s @ 48 inches O.C. `� PC, t7` l �rEir� t# l D PLATE HT= 9 ft W EFT OF GAME AND RETREAT WALL 4= 0.00 ft WALL 5= 0.00 ft WALL 1= ia.so ft WALL 2= 5.25 ft WALL 3= o.00 ft14.0 ft / 2 + 0 ) = 735 Ib5. TOTAL WALL LENGTH= 9•TS ft 105" lbs/ft) ( 0 )= 1616 lbs. Wail @ •Exterior 2x62p2 lbs/ft) ( 16.0 ft / 2 + Concrete = 2500 psi LOAD =( 27.0 ft /2+- 0 , ) = 2106 lbs. Tg LOAD =( 156 lbs/ft) (_ p lbs. WALL LOAD =( 0 lbs/ft) ( 0.0 ft / 2 + 0 ) 226 lbs / ft L SHEAR = T. LOAD / L 4457 lbs / 19.75 ft ANCHOR/STRAP? STRAP CORRECTED "V" VALUE PER HQGHT/WIDTH RATIO= , O/c lbs / ft gpN6 v W / 16d S.P.N. @ 6 I � GOV"FORCE= SEISMIC U S E l0 LOAD= 3272 lbs. O.T.M.= 29450 ft -lbs • UPLIFT: L (Wall)= 14.5 ft TrbW= 0 ft RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.L.xTrib.Width+Floor D.L.xTrib.WFDL]x(52 �epsf /2 WALL WT= 14 plf x 9 ft = 126 lbs RDL= RES.MOM= 30844 lbs UPLIFT=(O.T.M.-R.M.)/Lwail UPLIFT= -96 Ib PROVIDE SIMPSON: NOT REQUIRED PER POST, CAPACITY= N.A. s OX • Joists @ 24 "O.C. Dia hra m Length= 32 -ft Provide A35's @ 24 inches O.C. PLATE HT= 9 ft O WALL(S) @ RIGHT OF GAME AND RETREAT WALL 4= 0.00 ft WALL 5= 0.00 ft WALL 1= s.00 ft - WALL 2= 3.50 ft WALL 3= 0.00 ft • 16.0 ft/2+ 5 ) = 2626 'Ib5• TOTAL WALL LENGTH = 8.50 ft 202 lbs/ft) ( Wall Interior T2 LOAD =( 22.0 ft /2+ 0 ) = 1408 Ibs. T3 LOAD =( 128 lbs/ft) ( p lbs. Concrete= 2500 psi LOAD =( 0 lbs/ft) ( 0.0 ft/2+ 0 ) _ 0 - lbs/ft) ( 0.0 ft/2+ 0 ) = 0 lbs. LOAD =( 4034 lbs 8.50 ft 475 lbs / ft L SHEAR = T. LOAD /L = / ANCHOR/STRAP? STRAP CORRECTED "V" VALUE PER HQGHT/WIDTH RATIO= , DSC lbs /-ft ESPN3 GOV.FORCE= SEISMIC U S E 12 W/16d S.P.N. @ 3 2373 lbs. O:T.M.= 21356 ft -lbs LOAD= , UPLIFT: L (Wall)= 5 ft TrbW= 0 ft RESISTING MOMENT = 0.9x[Bearing Wall Weight +Roof D.LxTrib big +10 r ft L.xTrib.W�D ]x(524 Length)' /2 90 lbs RDL= 25 psf WALL VdT= 10 plf z 9 ft = UPLIFT= 3506 lbs RES.MOM= 3825 lbs UPLIFT=(O.PER R.M.) CAP 3845 lbs OX- PROVIDE SIMPSON: ST6236 PER POST, CAPACITY= " .JoiStS @ 24 "O -C- 32 ft Provide A35's @ 24 inches O.C. VERSION Diaphragm Length= " 0 • • 1 } - Page: qA o ?) ESI / F M E Inc. Date: 3-2-69 STRUCTURAL ENGINEERS yob #: 109-6330 Client: BERKUS ` Plan #: Project Name: GREEK RESIDENCE • PAD DESIGN , SOILS REPORT BY: SLADDEN ENGINEERING 70B NO: 544-2199 / 03-10-647 " DATE: OCT. 12; 2003' 1. ALLOWABLE SOIL'BEARING4PRESSURE 1500 psf OVERBURDEN WEIGHT = 50 psf ;D SOIL SOIL• SITE CLASSIFICATION = . , Pad DeSlgn: DEPTH OF PAD = 12 inches t, Minumum Reinforcement %: 0.0018 15500 lbs From BM 7 Pad No: 1 : P = R C R/L ) -• .. Area ( 415500 ) / ( 1500 - 50 ) ' — 10.7 sq. ft., ,hence = 3.27 ft. ( minimum ) `=>As TO USE PER 0.26 in' MIN. REQUIRED REINFORCEMENT= 0,91 R FT OF WI iriZ FT Wo.E.W. @bottom * Use pad 42 square x T 12 "deep, w/# 4 Bars @ Pad No: 2 P = R'( . R+L) 20824 lbs. From BM 18+20 p► Area = (. ' 20824 ) / ( 1500 - 50 ) 14.4 sq. ft„ hence= 3.79 ft.,( minimum) =>As TO USE PER FT OF WIDTH=' 0.26 in Z Z MIN. REQUIRED REINFORCEMENT = 11.04 in12 " o.c. E.W. @bottom * Use pad 48 square x 12 deep, w/# 4 Bars @ Pad No: 3 : P =, R (. R ) -. ~ 14960 lbs From BM 20 Area 14960 ) / ( 1500 = 50 ) � _ (- • _ 10.3 sq. ft., hence = . 3.21 'ft. (minimum) >As TO USE PER FT OF WIDTH= .0.26 in Z MIN. REQUIRED REINFORCEMENT 0 91 in w2 = 4 Bars @ 12 " o.c. E.W. @ bottom * Use pad 42 Isquare x 12 "deep, . Pad No: "4 : P = R ( L ) _ 11202 lbs From BM 22 Area ( 11202 ) / ( .1500 - 50 ) = 7.73 sq. ft.; hence = x ' 2.78 ft. (minimum) 0.78 in, =>As TO USE PER FT OF WIDTH= 0.26 in' MIN. REQUIRED REINFORCEMENT , 12 ° o.c. E.W. @ bottom * Use pad 36 square x 12 "deep,.w/# ' 4 Bars @ ; R ) 10351 ; lbs From BM 31 Pad No: S : P7 R (• - 1 Area 10351 ) / ( 1500 , - 50 ) , = (,. - ) � ' '7.14 sq. ft., --hence 2.67 ft. minimum MIN. REQUIRED REINFORCEMENT = 0.78 'in -=>As TO USE PER FT OF WIDTH= 0.26 in Z * Use pad 36 " square x 12 . "deep, w/# 4 Bars @ 12 " o.c. E.W. @bottom VERSION: 1.42 O oLSo Oo ENGINEERING TITLE 24 Title 24 Report For: 53475 Via Mallorca La Quinta PROJECT DESIGNER: Jeffrey Berkus Architects 2915 Redhill Avenue, Suite G 106 Costa Mesa; CA 92626 (714) 434-2506 REPORT PREPARED BY REO ENGINEERING 11711S ' terling Avenue, Suite H Rierside, CA 92503 uate: 4 -10 -Uy The EnergyPro computer program has been used to,perform the calculations summarized in this compliance report.. This program has approval and is authorized by the California Energy Commission for use with both�the Residential and Nonresidential 2005Building Energy Efficiency Standards..: This program developed by EnergySoft, LLC - www.energysoft.com EnergyPro 4.1 By EnergySoft Job Number: 10088((� User Number: 2298 ��. M L Energyrro 4.4 by EnergySoft . Job Number:, 10088 !" User Number: 2298 , + _ . •" to ; � ` r ` Energyrro 4.4 by EnergySoft . Job Number:, 10088 !" User Number: 2298 , Certificate Of Compliance: Residential (Part 1 of 4) CF -1 R Creek Residence 5,236 ft2 Existing Floor Area: 4/15/2009 Project Title Raised Floor Area: 228 ft2 Date 53475Mallorca I a Quints Average Ceiling Height: 10.0 ft _Via Project Address 1.00 Number of Stories: Building Permit # R F n Fn ring (951) 343-0890 Documentation Author Telephone Plan Check/Date �VPrn Complia ce Method (.A .limate Zane 15 Climate Zone Field Check/Date TDV Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 2.52 4.25 -1.73 Space Cooling 58.20 54.58 3.63 Fans 8.28 8.90 -0.62 Domestic Hot Water 4.62 2.75 1.87 Pumps 0.00 0.00 0.00 Totals 73.62 70.47 3.15 rcent better than Building Type: Y Single Family ❑ Multi Family Building Front Orientation: Fuel Type: Fenestration: ❑ Addition ❑ Existing + Add/Alt (N) 0 deg Natural Gas Area: 854 ft 2 Avg. U: 0.34 Ratio: 16.3% Avg. SHGC: 0.33 BUILDING ZONE INFORMATION Zone Name Floor Area Volume OPAQUE SURFACES Insulation Act. Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Rnnf Wnnd 404 n 039 R -'fin R_n n _n 99 (all Wnnd 245 n ip2 R_13 R -n_0 _n An Wall Wnnd 17n n 102 R_14 R_0 n An An Wall Wnnd 245 n 1n2 R_13 R -n n 1R0 An Wall Wood 102 n ip2 R_13 R-0.0 27n An Donr None 21 1 450 None R_p p 270 gQ Rnnf Wnnd 2 898 0042 R-RO R -n n _n 99 Wall Wnnd 413 n 1n2 R_18 R -n n An gn nnnr None 62 1 450 NnnP R_0 0 Arl An Wall Wood R33 n 1p2 R_13 R-0.0 _n An Wall Wnnd 764 n 1n2 R_13 R -n o 1Rn Ap nnnr Nnne 10 1 d50 Nnna R_n n 1 A Ap Wall Wnnd 375 0102 R-13 R_0 0 270 gQ nnnr None 34 1 450 Nppp R_0 0 270 An Rnnf Wnnd 1 (L n 019 R-30 R_0 0 _n 99 Wall Wood 484 n 1n2 R-13 R_0 0 _a q nnnr Nnne 1n 1 45f) Nnna R -n n _n A Wall Wnnd 264 n 1n2 R_13 R_n n An An Door Nnne 2n 1 din NnnP R -n n An An Wall Wnnd 443 _n im R_13 R_00 180 An Wall Wnnd 325 a 1n2 R_13 R_00 270 gn Door Nnne 20 1 450 None R-0.0 270 _gn Floor Wnnd 228 0 04R R_19 R-0 0 _ n 1R0 4.3% Total Conditioned Floor Area: 5,236 ft2 Existing Floor Area: n/a ft2 Raised Floor Area: 228 ft2 Slab on Grade Area: 4,140 ft2 Average Ceiling Height: 10.0 ft Number of Dwelling Units: 1.00 Number of Stories: 2 # of Units Thermostat Zone Type Type Conditioned Setback Cnnditinned Sethack Conditioned Setback Vent Hgt. Area Gains Condition Y / N Status JA IV Reference Location / Comments n/:; n/a n/a I EnergyPro 4.4 by EnergySoft User Number. 2298 Job Number. 10088 Page:3 of 23 1 Certificate Of Compliance: Residential (Part 2 of 4) CF -1 R Greek Residence 4/15/2009 Project Title Date FENESTRATION SURFACES True Cond. Location/ # Type Area U-Factorl SHGC2 Azm. Tilt Stat. Glazing Type Comments 1 Window I eft (F) 1s n0n Sao NERC -33 NFR . Arl_ -91L New Andersnn PPrmachoild or Equal Casita 2 Window Right (W) 17.5 0.340 NFRC 0_33 NFRC 270 90 New Anderson Permasheild or Equal Casita 5 Window Right (W) 44.0 0.340 NFRC 0_33 NFRC 270 90 New Anderson Permasheild or Equal Casita 4 Window Left (E) 8.0 0.340 NFRC 0_33 NFRC 90 90 New Anderson Permasheild or Equal 1st Floor 5 Window Left (E) 42.0 0.340 NFRC 0_33 NFRC 90 90 New Anderson Permasheild or Equal 1st Floor 6 Window Front (N) 55.0 0_340 NFRC 0_33 NFRC 0 90 New Anderson Permasheild or Equal 1st Floor L Window Front (N) 12.0 0_340 NFRC AM NFRC 0 9Q New Anderson Permasheild or Equal 1st Floor 8 Window Front (N) 30.0 0.340 NFRC 0_33 NFRC 0 90 New Anderson Permasheild or Equal 1st Floor 5 Window Rear (S) 8.0 0_340 NFRC JLU NFRC 180 qn New Anderson Permasheild or Equal _1st Floor 1Q 1t Window Window Rear Rear (S) (S) 12.5 0_340 NFRC JLU NFRC 180 90 New 55.0 0_340 NFRC 0_33 NFRC 180 90 New Anderson Permasheild or Equal Anderson Permasheild or Equal 1st Floor 1st Floor 12 Window Rear (S) 68.0 0.340 NFRC 0_33 NFRC 180 90 New Anderson Permasheild or Equal 1st Floor 13 Window Rear (S) 190 0_340NFRC 0_33 NFRC 180 90_ New Anderson Permasheild or Equal 1st Floor 14 Window Right (W) 55.0 0.340 NFRC 0_33 NFRC 270 90 New Anderson Permasheild or Equal 1st Floor 15 Window Right (W) 142.0 0.340 NFRC 0_33 NFRC 270 90 New Anderson Permasheild or Equal 1st Floor 16 Window Right (W) 55.0 0.340 NFRC 0_33 NFRC 270 90 New Anderson Permasheild or Equal 1st Floor 17 Window Right (W) 28.0 0.340 NFRC 0_33 NFRC: 270 90 New Anderson Permasheild or Equal 1st Floor 18 Window Right (W) 21.0 0.340 NFRC 0_33 NFRC 270 90 New Anderson Permasheild or Equal 1st Floor JR Window Front (N) 30.0 0=340 NFRC 0_33 NFRQ _0 90 New Anderson Permasheild or Equal 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 1168. 2nd Floor INTERIOR AND EXTERIOR SHADING Area Thick. Heat Inside (sf) (in.) Cap. Cond. R -Val. JA IV Reference Condition Status Location/ Comments PERIMETER LOSSES Insulation Condition Location/ window Length Overhang JA IV Reference Left Fin Right Fin # Exterior Shade Type SHGC Hgt Wd Len Hgt LExt RExt Dist Len H t Dist Len H t 1 Bug Screen 0.76 5.0 3.0 1.3 0.1 4.0 4.0 2 Bug Screen 0.76 6.5 2.7 2.0 0.1 2.0 2.0 3 Bug Screen 0.76 8.0 5.5 2.0 0.1 2.0 2.0 4 Bug Screen 0.76 4.0 2.0 2.0 0.1 2.0 2.0 5 Bug Screen 0.76 7.5 5.6 2.0 0.1 2.0 2.0 6 Bug Screen 0.76 5.5 10.0 2.0 0.1 2.0 2.0 7 Bug Screen 0.76 4.0 4.0 2.0 0.1 2.0 2.0 8 Bug Screen 0.76 7.5 4.0 2.0 0.1 2.0 2.0 9 Bug Screen 0.76 4.0 2.0 2.0 0.1 2.0 2.0 10 Bug Screen 0.76 5.0 2.5 4.0 0.1 8.0 8.0 11 Bug Screen 0.76 7.5 9.0 2.0 0.1 2.0 2.0 12 Bug Screen 0.76 8.5 8.0 11.5 0.1 12.0 12.0 13 Bug Screen 0.76 6.0 2.0 14.0 0.1 10.0 10.0 14 Bug Screen 0.76 7.5 9.0 3.0 0.1 4.0 4.0 15 Bug Screen 0.76 8.5 16.8 14.0 0.1 10.0 10.0 16 Bug Screen 0.76 7.5 9.0 2.0 0.1 2.0 2.0 17 Bug Screen 0.76 8.0 3.5 14.0 0.1 10.0 10.0 18 Bug Screen 0.76 8.0 2.7 14.0 0.1 10.0 10.0 19 Bug Screen 0.76 3.0 10.0 2.0 0.1 2.0 2.0 THERMAL MASS FOR HIGH MASS DESIGN Type Area Thick. Heat Inside (sf) (in.) Cap. Cond. R -Val. JA IV Reference Condition Status Location/ Comments PERIMETER LOSSES Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 86 None No Insulation 26-A1 New Casita Slab Perimeter 330 None No Insulation 26-A1 New 1st Floor Run Initiation Time: 04/15/09 13:31:28 Run Code: 1239827488 EnergyPro 4.4 by EnergySoft User Number. 2298 Job Number: 10088 Page:4 of 23 Certificate Of Compliance : Residential (Part 2 of 4) CF -1 R Greek Residence 4/15/2009 Project Title Date FENESTRATION SURFACES True # Type Area U-Factorl SHGC2 Azm. Tilt Cond. Stat. Glazing Type Location/ Comments 20. Wendow Front (N) 110 034 NFR .n I3 NFRC n qn New AndPrcnn PPrmachPild nr Equal 2nd Floor 21 Window Left (E) 26.5 0.340 NFRC 0_33 NFRC 90 90 New Anderson Permasheild or Equal 2nd Floor 32, Window Left (E) 35.0 0.340 NFRC 0_33 NFRC 90 90 New Anderson Permasheild or Equal 2nd Floor 23 Window Left (E) 15.0 0.340 NFRC 0_33 NFRC 90 90 New Anderson Permasheild or Equal 2nd Floor 24 Window Rear (S) ' 18.0 0.340 NFRC 0_33 NFRC 180 90 New Anderson Permasheild or Equal 2nd Floor 25 Window Rear (S) 24.0 0_340 NFRC 0_33 NFRC 180 90 New Anderson Permasheild or Equal 2nd Floor 2E Window Right (V) 15.0 0_340 NFRC . L33 NFRC. 270 cQ New Anderson Permasheild or Equal 2nd Floor 26 Bug Screen 0.76 5.5 2.7 14.0 0.1 10.0 10.0 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. REA Dist. Len. Hgt. Dist. Len. Hgt. 20 Bug Screen 0.76 5.5 2.0 2.0 0.1 2.0 2.0 21 Bug Screen 0.76 5.0 5.3 1.3 0.1 4.0 4.0 22 Bug Screen 0.76 7.0 5.0 4.0 0.1 8.0 8.0 23 Bug Screen 0.76 5.5 2.7 4.0 0- 8.0 8.0 24 Bug Screen 0.76 3.0 6.0 2.0 0.1 2.0 2.0 25 Bug Screen 0.76 4.0 6.0 2.0 _0_1 2.0 2.0 26 Bug Screen 0.76 5.5 2.7 14.0 0.1 10.0 10.0 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 Run Initiation Time: 04/15/09 13.31.28 Run Code: 1239827488 EnergyPro 4.4 by EnergySoft User Number: 2298 Job Number. 10088 Page:5 of 23 Certificate Of Compliance: Residential (Part 3 of 4) CF -1 R Greek Residence 4/15/2009 Project Title Date HVAC SYSTEMS Heating. - Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type Casita Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER New Setback 1st Floor Central Furnace 80% AFUE Split Air Conditioner 13.2 SEER New Setback 2nd Floor Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER New Setback HVAC DISTRIBUTION Duct Duct Condition Ducts Location Heating Cooling Location R -Value Status Tested? Casita Ducted Ducted Attic 8.0 New Yes 1st Floor Ducted Ducted Attic 8.0 New ~ Yes 2nd Floor Ducted Ducted Attic 8.0 New Yes 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) (al) Status or RE Loss (%) Ext. Noritz N-0931 M Tankless Large Gas Kitchen Pipe Ins 2 250,000 0 . New 0.90 0.00% 0.0 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 ZEMARKS 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 ofrefrigerant 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) Documentation Author Name: Name: R Evers Title%Firm: Jeffrey Berkus Architects Title/Firm: R.E.O. Engineering Address: 2915 Redhill Avenue, Suite G 106 Address: 11711 Sterling Avenue, Suite H Costa Mesa, CA 92626 Riverside, CA 92503 Telephone: (714) 434-2506 Lic. #: Telephone: 9 343-0890 T V -A-0 (signature) (date) (signature (date) Enforcement Agency Name: Title/Firm: - Address: , Telephone: .. (signature) (date) Certificate Of Compliance: Residential (Part 4 of 4) CF -1 R Greek Residence 4/15/2009 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 )asea on the aaequacy or the special sustrncatron ano aocumentation submitted. Plan Field The DHW System "Noritz N-0931 M Tankless" is a Large Gas water heater with Pilot Loss = 0 btuh. HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervision of a HERS provider using approved testing and/or verification methods. Plan I Field The HVAC System "Casita" incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF -4R. The HVAC System "Casita" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. The Cooling System "Carrier 58STX045-08/38HDR024" includes credit for a 11.5 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System 1st Floor" incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF -4R. The HVAC System "1st Floor" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. The Cooling System "Carrier 58STX110-22/38HDR060" includes credit for a 11.0 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System "2nd Floor" incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF -4R The HVAC System "2nd Floor" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. The Cooling System "Carrier 58STX070-12/38HDR036" includes credit for a 11.5 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. r un rnraation r rme: U411aiuto 13:15'I:zts Kun Goae: 1239827488 ' EnergyPro 4.4 by EnergySoft User Number: 2298 Job Number. 10088 Page:7 of 23 I Mandatory Measures Summary: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Check or initial applicable boxes or check NA if not applicable and included with the permit application documentation. N/A DESIGNER ENFORCE - MENT Building Envelope Measures ❑ ❑X ❑ § 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. ❑ ❑X ❑ § 150(b): Loose fill insulation manufacturers labeled R -Value: ❑ ❑ ❑ § 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U-factorin metal frame walls (does not ❑ ❑X ❑ apply to exterior mass walls). ❑ ❑ ❑ § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor ❑ ❑X ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. a` ❑ ❑ ❑ 1. Masonry and factory -built fireplaces have: a. closable metal or glass door covering the entire opening of the firebox ❑ ❑ ❑ b. outside air intake with damper and control, flue damper and control ❑ ❑ ❑ 2. No continuous burning gas pilot lights allowed. ❑ ❑ ❑ § 150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. ❑ ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑ ❑ ❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor ❑ ❑ ❑ permeance rate no greater than 2.0 perm/inch. ❑ ❑ ❑ § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include ❑X ❑ CF -6R Form: , ❑ ❑ ❑ § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiftration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ 0 ❑ 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Page: B of 23 Coefficient (SHGC), and infiltration certification. ❑ OR ❑ 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ ❑ ❑ Space Conditioning, Water Heating and Plumbing System Measures t § 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 ACCA. ❑ ❑X ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ ❑X ❑ § 1500): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation ❑ ❑ ❑ having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external ❑ ❑ ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. " 3. The following piping is insulated according to Table 150 -AIB 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 ❑ ❑X ❑ length of recirculating sections of hot water pipes shall be insulated to Table 1508: 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.. ❑ ❑ ; ❑ S. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, ❑ ❑ ❑ and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed ❑ ❑ ❑ entirely in conditioned space. 7. Solar water -heating systems/collectors "are certified by the Solar Rating and Certification Corporation. ❑ ❑ ❑ EnergyPro 4.4 by EnergySoft User Number: 2298 , Job Number. 10088 Page: B of 23 t Mandatory Measures Summary: Residential (Page 2 of 2) MF -1 R NOTE: Lownse 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 NIA if not applicable. NIA 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, 605, and Standard 6-5; supply -air and retum-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:masbc, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and 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 duds. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive dud tapes unless such tape is used in combination with mastic and draw bands:. 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) ❑ o ❑ o ❑ ❑ ❑ ❑ El EZ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ® ❑ § 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)1: LUMINAIRES HID: contain only high efficacy lamps as outlined in Table 150-C, El El El luminaireIhas factory instal ed HID ballast.OOR § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ a] ❑ 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. ❑ 0 ❑ 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 kitchens, 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 controlled ❑ ©, ❑ by an occupant sensor that complies with Section 119(d) that daes 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 ❑ ❑ ❑ 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). . lEnergyPro 4.4 by EnergySoft User Number: 2298 Job Number: 10088 Page: 9 of 23 Residential Kitchen Lighting Worksheet WS-5R Greek Residence 4/15/2009 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 150-0. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens. High Efficacy Luminaire Type High Efficacy? Watts Quantity Watts Other Watts Yes No or Yes No x - or Yes No xor Yes No x - or Yes No x - or Yes No x= or Yes No x - or Yes No x = or Yes No x or Yes. No x = or Yes No x _ or Yes No x = or Yes No x _ or Yes No x - or Yes No x - or Yes No x = or ' Yes No x = or Yes No x - or Yes Nox = or Yes No x = or Total A: 0 B: 0 COMPLIES IF A z B YES ® NO ❑ t 10 of 23 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Greek Residence 4/15/2009 SYSTEM NAME FLOOR AREA Casita' 404 ENGINEERING CHECKS I SYSTFM 1 nor) Number of Systems 1 Heating System Output per System 34,000 Total Output (Btuh) 34,000 Output (Btuh/sgft) 84.2 Cooling System Output per System 23,400 Total Output (Btuh) 23,400 Total Output (Tons) 2.0 Total Output (Btuh/sgft) 57.9 Total Output (sgft/Ton) 207.2 Air System CFM per System 845 Airflow (cfm) 845 Airflow (cfm/sgft) 2.09 Airflow (cfmrron) 433.3 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions EATING SYSTEM PSYCHROME 26.0 OF 69.3 OF Outside Air 0 cfm Supply Fan 845 cfm 69.3 OF :DOLING SYSTEM 10.0 / 72.5 OF Outside Air 0 cfm 75.9/61.8 OF 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 ISannihial Latent I CFM I Sensible 459 9,765 316 290 10,784 0 828 659 0 0 0 0 0 0 0 0 0 8281 659 11 42 316 1 12.10 Carrier 58STX045-08/38HDR024 19,176 787 34,000 Total Adjusted System Output 19,176 787 34,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK = Aug 2 pm Jan 12 am -earn Temperatures at Time of Heatina Peak) 69.3°F . 105.0°F Heating Coil 0..�..�.. A:- M.. -a, 75.9 / 61.8 OF 75.9 / 61.8 OF 55.0 / 53.9 OF Supply Fan Cooling Coil 845 cfm h Return Air Ducts '4 Supply Air Ducts 104.3 OF ROOMS 70.0 OF Supply Air Ducts 55.9/54 . 2 of 46.4% R.H. ROOMS 75.0 / 61.5 OF EnergyPro 4.4 by Energysoft User Number: 2298 Job Number: 10088 Pane: 11 of 23 1 HVAC SYSTEM HEATING AND COOLING.LOADS SUMMARY PROJECT NAME DATE Greek Residence 4/15/2009 SYSTEM NAME FLOOR AREA 1st Floor 3,736 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 I Sensiblel Latent CFM I Sensible 2,047 43,572 -377 1,488 55,434 0 3,696 3,387 0 0 0 0 0 1 0 0 0 0 3,696 3,387 50,963F -377 62 207 Carrier 58STX110-22/38HDR060 93,541 1,745 178,000 Total Adjusted System Output 93,54 1,745 178,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0 OF 69.2 OF 69.2 OF 105.0 OF O Supply Air Ducts Outside Air 0 cfm 104.2 °F Supply Fan Heating Coil 3800 cfm ROOMS 69.2 OF 70.0 °F 10.0 / 72.5 OF Outside Air 0 cfm 75.9/61.6 °F h Return Air Ducts 'I 75.9/61.6°F 75.9/61.7°F 55.0/53.8°F Supply Fan 3800 cfm Cooling Coil h Return Air Ducts 4 4.4 by EnergySoft User Number. 2298 Job Number: 10088 Supply Air Ducts 55.9/54 . 2 of 45.8% R.H. ROOMS 75.0 / 61.3 OF 12 of 23 U HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Greek Residence 4/15/2009 SYSTEM NAME FLOOR AREA 2nd Floor 1,096 Number of Systems 1 Heating System Output per System 51,000 Total Output (Btuh) 51,000 Output (Btuh/sgft) 46.5 Cooling System Output per System 33,000 Total Output (Btuh) 33,000 Total Output (Tons) 2.8 Total Output (Btuh/sgft) 30.1 Total Output (sqf rron) 398.5 Air System CFM per System 1,200 Airflow (cfm) 1,200 Airflow (cfm/sgft) 1.09 Airflow (cfm/Ton) 436.4 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions (EATING SYSTEM PSYCHROMETRICS 26.0°F 69.1°F 69.1°F Outside Air 0 0 cfm Supply Fan 1200 cfm 69.1 OF 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 ISensibl.1 Latent I CFM I Sensible 21,4521 172 21 373 Carrier 58STX070-12/38HDR036 27,385 767 51,000 Total Adjusted System Output 27,385 767 51,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm I Jan 12 am 105.0 OF Heating Coil h Return Air Ducts 11 n Supply Air Ducts 104.1 OF ROOMS 70.0 OF COOLING SYSTEM PSYCHROMETRICS (Airstream Temaeratures at Time of Cooling Peak) 110.0/72.5°F 76.2/61.8°F 76.2/61.8°F 55.0/53.8°F O Supply Air Ducts Outside Air 0 cfm Supply Fan Cooling Coil 56.2 / 54.3 OF 1200 cfm 46.1% R.H. ROOMS 76.2/61.8 °F 75.0 / 61.4 OF Return Air Ducts I EnergyPro 4.4 by EnergySoft User Number. 2298 Job Number: 10088 Page: 13 of 23 ROOM LOAD SUMMARY PROJECT NAME Greek Residence DATE 4/15/2009 SYSTEM NAME Casita FLOOR AREA 404 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 Casita Casita 1 459 9,765 316 459 9,765 316 290. 10,784 PAGE TOTAL 1 459 9,7651 316 290 10,784 TOTAL 1 459 9,765 316 290 10,784 EnergyPro 4.4 by EnergySoft User Number. 2298 Job Number: 10088 Page: 14 of 23 1 ROOM LOAD SUMMARY PROJECT NAME Greek Residence DATE 4/15/2009 SYSTEM NAME 1st Floor FLOOR AREA 3,736 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 1st Floor 1st Floor 1 2,047 43,572 -377 2,047 43,572 -377 1,488 55,434 PAGE TOTAL 2,047 43,572 -377 1,488 55434 TOTAL 1 2,047 43,572 -377 1,488 55,434 ~ EnergyPro 4.4 by EnergySoft User Number: 2298 Job_ Number: 10088 Page: 15 of 23 ip ROOM LOAD SUMMARY PROJECT NAME Greek Residence DATE 4/15/2009 SYSTEM NAME 2nd Floor FLOOR AREA 1,096 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 2nd Floor 2nd Floor 1 862 18,341 172 862 18,341 172 511, 19,046 PAGE TOTAL 1 862 18,341 172 511 19,046 TOTAL 862 18,341 172 511 19,046 EnergyPro 4.4 by EnergySoft User Number. 2298 Job Number. 10088 Page: 16 of 23 • s ROOM HEATING PEAK LOADS Project Title Date Greek Residence 4/15/2009 Room Information Desicin Conditions Room Name Casita Time of Peak Jan 12 am Floor Area 404 Outdoor Dry Bulb Temperature 26OF Indoor Dry Bulb Temperature 70 OF Conduction Area U -Value AT OF Btu/hr Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 9 237 Infiltration: r .001X 1.osa x aoa x 10.00 x o.aso 160 x 0 15x6 Schedule Air Sensible. Area Ceiling Height ACH pT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 10,784 EnergyPro 4.4 by Energysoft User Number: 2298 Job Number: 10088 Page: 17 of 23 404.0 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 0.0320 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 44 = = = = = = = = = = = = = = = = = = = 569 245.0 0.1020 44 1,100 170.0 0.1020 44 763 15.0 0.3400 44 224 245.0 0.1020 44 1.100 102.5 0.1020 44 460 17.5 0.3400 44 262 21.0 1.4500 44 1,340 44-0 44=658 perimeter = 86.0 0.7300 44 2,762 Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 9 237 Infiltration: r .001X 1.osa x aoa x 10.00 x o.aso 160 x 0 15x6 Schedule Air Sensible. Area Ceiling Height ACH pT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 10,784 EnergyPro 4.4 by Energysoft User Number: 2298 Job Number: 10088 Page: 17 of 23 ROOM HEATING PEAK LOADS 71 Project Title Date Greek Residence 14/15/2009 Room Information Desicin Conditions Room Name 1st Floor Time of Peak Jan 12 am Floor Area 3,736 Outdoor Dry Bulb Temperature 26 OF Indoor Dry Bulb Temperature 70 OF Conduction Area U -Value AT of Btu/hr 2,868.0 413.0 8.0 42.0 62.0 833.0 55.0 12.0 30.0 764.5 8.0 12.5 55.0 68.0 110 10.0 3750 55.0 142.0 55.0 280 21.0 34.0 195.0 perimeter = 3300 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 44 = = = = = = = = = = = = = 4,038 44 1,854 44 120 44 628 44 3,956 44 3,739 44 823 44 180 44=449 44 3.431 44=12171 44 187 44 823 44= 1,017 44=lAn 44 638 44 823 44=2,124 44= 823 44 419 44 314 44= 2,169 44 Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 41 135 Infiltration: r 1.001X 1.064 X 3 736 X 10.00 X 0.490 / 60] X = 1q 2gg `schedule Air Sensible Area Ceiling Height ACH pT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 55,434 EnergyPro 4.4 by EnergySoft User Number: 2298 Job Number: 10088 Page: 18 of 23 n ROOM HEATING PEAK LOADS 771 Project Title Date Greek Residence 4/15/2009 Room Information Desi n Conditions Room Name 2nd Floor Time of Peak Jan 12 am Floor Area 1,096 Outdoor Dry Bulb Temperature 26 OF Indoor Dry Bulb Temperature 70 OF Conduction Area U -Value AT of Btu/hr 1096.0 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 0.0320 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 44 = — = = = = = = = = = = = = = = = = = = 1,543 484.0 0.1020 44 2,172 30.0 0.3400 44 449 11.0 0.3400 44 165 10.0 1.4500 44 638 263.5 0.1020 44 1,183 26.5 0.3400 44 396 35.0 0.3400 44 524 44= 224 20.0 1.4500 44 1,276 493.0 0.1020 44=2213 18.0 0.3400 44 269 0 0 44= 359 325.0 0,1020 44= 1,459 15-0 0.3400 44=224 20.0 1.4500 44 1,276 228,0 0 0480 44=482 nems snown wim an astensK t-) aenote conauaion tnrougn an interior sunace to another room. Page Total: I 14.851 Infiltration: r 1.001 X Lo64 X 1 096 X 10.00 X 0.490 / 6] , X `schedule Air Sensible Area Ceiling Height ACH pT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 19,046 EnergyPro 4.4 by EnergySoft User Number. 2298 Job Number: 10088 Page: 19 of 23 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date Greek Residence 4/15/2009 Room Information Desion Conditions Room Name: Casita Outdoor Dry Bulb Temperature: 111oF Floor Area: 404 sf Outdoor Web Bulb Temperature: 730F Indoor Dry Bulb Temperature: 75 of Outdoor Daily Range: 340F Surfaces Door Orientation Area. U -Factor N 404.01 X X X X X X X X X X X X 0.0320 X X X X X X X X X X X X N 245.0 0.1020 E 170.0 0.1020 S 245.0 0.1020 12.2X 102.5 0.1020 21.0. 1.4500 13.5X 38.7= 599 8.2 19.2 35.8 38.7 1,543 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration CLTD 1 Btu/hr 724 575 572 650 345 1,005 Page Total 1 3.8711 Orientation Shaded Area X X x X X x X X x GLF + + + + +x + + + + Unshaded Area X X x X x X X X GLF = = = = = - = = = Btu/hr E 2.8X 19.2+ 12.2X 38.7= 526 4.0X 19.2+ 13.5X 38.7= 599 8.2 19.2 35.8 38.7 1,543 Page Total 1 2,6681 Internal Gain Btu/hr Occu ants 2Occupants X 230 Btuh/occ. _ 460 E ui ment Dwelling Units X 1,6001 Btuh 1 600 Infiltration: x x 5 60 x JA66 Air Sensible CFM ELA DT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 9,7651 Latent Gain Btu/hr Occu ants 0 Occupants X 200 Btuh/OCC.. 400 Infiltration: 477 X 1.19 X 25.60 _X -0.00058 = Air Latent CFM ELA QW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 316 EnergyPro 4.4 by EnergySoft User Number: 2298 Job Number: 10088 Page: 20 of 23 a RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date Greek Residence 4/15/2009 Room Information Desi n Conditions Room Name: 1st Floor Outdoor Dry Bulb Temperature: 111OF Floor Area: 3,736 sf Outdoor Web Bulb Temperature: 730F Indoor Dry Bulb Temperature: 75 of Outdoor Daily Range: 340F surraces Solid Wood Door R-13 Wall Solid Wood Door Orientation Area Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Windows French Doors Windows Window Window Windows Window Window Window French Door U -Factor x 0.0320 X X, 0.1020 X x 1.4500 X x x 0.1020 X X 0.1020 x x 1.4500 X x 0.1020 x 1.4500 X x 0.1020 X X 19.2 X X 19.2 X X N X CLTD 1 Btu/hr Page Total 1s 8oa Orientation Shaded Area X X x X x X GLF + + + + + + Unshaded Area x X X X x X Page GLF = = = = _ = E 3.0x 19.2+ 5.0x 38.7= E 8.4X 19.2+ 33.6X 38.7= N 0.0 19.2 55.0 19.2 N 0.0 19.2 12.0 19.2 N 0.0X 19.2+ 30.0X 19.2= S 8.0 19.2 0.0 19.2 S 12.5 19.2 0.0 19.2 S 55.0X 19.2+ 0.0x 19.2= S 68.0X 19.2+ 0.0x 19. S 12.0 19.2 0.0 19.2 Total Btu/hr Internal Gain Btu/hr Occu ants 2 Occupants X 230 Btuh/occ. = 460 E ui ment EDwelling Units X 1 600 Btuh 11,6410 Infiltration: x x 36 7 x �3 = Air Sensible CFM ELA OT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 43,5721 Latent Gain Btu/hr Occu ants r2 Occupants X 200 BtUh/oCC. = 400 Infiltration: 4 77 x 1.19 x 236.71 x -0.00058 = -777 Air Latent CFM ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM , . _377 EnergyPro 4.4 by EnergySoft User Number. 2298 'Job Number: 10088 Page: 21 of 23 1, ol F• RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date Greek Residence 4/15/2009 Room Information Desicin Conditions Room Name: 1st Floor Outdoor Dry Bulb Temperature: 111oF Floor Area: 3,736 sf Outdoor Web Bulb Temperature: 73oF Indoor Dry Bulb Temperature: 75 OF Outdoor Daily Range: 340F surraces Orientation IArea . U -Factor ' CLTD 1 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Page Total Orientation 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 x x x x x x + + + + + + + + Unshaded Area X X X X X X X x X1 GLF = = = = = I Btu/hr 16.9 19.2 38.1 38.7 1,801 142.0 19.2 0.0 38.7 2,720 11.0x 19.2+ 44.0X 38.7= 1,916 28.0 19.2 f 38.7 536 21.0X 19.2+ 0.0X 38.7= 402 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration 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 X1 GLF = = = = = I Btu/hr 16.9 19.2 38.1 38.7 1,801 142.0 19.2 0.0 38.7 2,720 11.0x 19.2+ 44.0X 38.7= 1,916 28.0 19.2 0.0 38.7 536 21.0X 19.2+ 0.0X 38.7= 402 ` Page Total 7 375 Internal Gain _ Btu/hr Occu ants 2 Occupants X 230 Btuh/oCC. E ui ment Dwelling Units X 1,6001 Btuh 1 600 Infiltration: x I 1�9 x x _ 10,783 Air Sensible CFM ELA OT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 43,572-1 Latent Gain Occupants � 0 Occupants X 200 Btuh/oCC. Btu/hr 400 Infiltration: 477 x 1.19 x 236.71 x 0.00058 _ -777 Air Latent CFM ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM -377 EnergyPro 4.4 by EnergySoft User Number: 2298 r . Job Number: 10088 Page:22 of 23 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date Greek Residence 4/15/2009 Room Information Desicin Conditions Room Name: 2nd Floor Outdoor Dry Bulb Temperature: 1110F Floor Area: 1,096 sf Outdoor Web Bulb Temperature: 730F Indoor Dry Bulb Temperature: 75 OF Outdoor Daily Range: 340F upaque Surraces R-30 Roof R.30.2x12.16 R-13 Wall Solid Wood Door R-13 Wall Solid Wood Door R-13 Wall R-13 Wall Solid Wood Door R-19 Floor F.19.2x8.16 71 Orientation Area Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Windows French Door Windows Windows French Doors Windows Window French Doors U -Factor x 0.0320 X x 0.1020 X x 1.4500 X x 0.1020 X x 1.4500 X x 0.1020 X x 0.1020 X x 1.4500 X x 0.0480 X X 19.5 X X '8.5X x X 38.7= x 18.0 CLTD 1 Btu/hr Page Total Orientation Shaded Area x x x X x x X GLF + + + + + + + Unshaded Area X x x x X X X Page GLF = = = = = = N 0.0x 19.2+ 30.0x 19.2= N -0.0x 19.2+ 11.0x 19.2= E" 5.0X 19.2+ 21.5X 38.7= E 15.5 19.2 19.5 38.7 E '8.5X 19.2+ 6.5X 38.7= S 18.0 19.2 0.0 19.2 S - 24.0 19.2 0.0 19.2 .15.0 -19.2 0.0 38.7 - Total Btu/hr Internal Gain Btu/hr Occu ants 2 Occupants X 230 Btuh/occ. = EDwelling 460 E ui ment Units X I 1,6o0 Btuh = a 1,6001 Infiltration: 064 x 0 X 1 69 x 3J- _ 3,163 Air Sensible CFM ELA OT TOTAL HOURLY SENSIBLE HEAT GAIN. FOR ROOM: 18,341 Latent Gain +' - Btu/hr Occu ants Occupants x 200 Btuh/oCa. = 400 Infiltration: 4 77 x 1.19 x 69.44 X -0.00058 Air Latent CFM ELA pW ' TOTAL HOURLY LATENT HEAT GAIN FOR ROOM': " . _ 172 EnergyPro 4.4 by EnergySoft User Number: 2298. 'Job.Number. 10088 Page: 23 of 23 78-080 Calle Amigo, Suite 102, La Quinta, CA 92253 760-219-9886 760-262-3000 (fax) dale@kellehermapping.com July 7, 2010 Steve Traxel Kirk Kirkland City of La Quinta Department of Building & Safety (760) 777-7112 (fax) Re: Pad/ Grading Certification 53-425_Via_Mallora La Quinta, CA 92253 APN: 777-390-009 LOT 47, TR 29894-3, MB 351/35-48 To Whom It May Concern: . We have performed a field survey to determine the vertical location of the building pad For the above referenced project. The elevation's observed are as follows: PAD (DESIGN) 997.7 FINISH FLOOR (DESIGN) 998.37 PAD (AS -BUILT) 997.7 TOP OF FORM (AS BUILT) 998.37 These field observations are in substantial conformance with the Precise Grading Plan Prepared by ESSI SHAHANDEH, CIVIL ENGINEER, dated 7/22/2009, approved by the City of La Quinta on 7/22/2009, and the building pad horizontal location substantially conforms to the required setbacks and site layout as shown on the approved Site Plan and Precise Grading Plan. LAND SGS Sincerely, C,�a KE(�F KELLEHER MAPPING No. 6687 Dale Kelleher, PLS 6687 S'j `l%7fZot°� cc: Tom Goodno, Goodno Const. goodnocQmsm.com 9TE OF .CA1.\F Benjamin Egan, ESI /TM E,Inc. STRUCTURAL ENGINEERS & CONSULTANTS; PLAN CHECK REPLY, PLAN CHECK BY THE CITY"OF-LA QUINTA DATE = May.20,_2009 PROJECT NO: 109-13330 PROJECT :_ Greek Residence -CLIENT NO FILE NO B330PC1 DEVELOPER: Mr. Greek r • SHEET NO ARCHITECT: PATE SMEALL ARCH. ; REGARDING: PLAN CHECK NO. 09-344 BY JOHN'THOMPSON, DATED 05/06%09, (760)360-5770 ITEMS FROM PLAN CHECK CORRECTION LIST ITEM PL SHT REPLY STRUCTURAL COMMENTS: 13 Please refer to structural calculations for revised beam #20 with added roof Ibad. 14 The distributed loads from roof are supported by the outer garage header and not by beam #22. See added beam #33 analysis. -15 The higher roof is converted into a point load which applies on beam' #25, see P2, on the analysis: As for•the lower roof, the load is supported by a girder truss,"U adjacent to beam #25. 16 S-2 Please see revised; plan S-2 for added hanger. 17 Please 'refer to ,foundation sheet S-1� for added note on pad for hardy. -18 Please refer to detail V1/SD2 for shear transfer and framing connections. - for freestanding fireplace. , 19 Please refer to plan -check set -for responses to the redline comments. ISSUED BY: T� _ "COPIES TO: ESI / F M E 'INC. .� (3) PATE SMEALL ARCH. STRUCTURAL ENGI=�ERSa; Attn Russel Smeall Danny Mat o„�. ' 3* for ESI/F INC. 1800 E. 16th Street. Santa Ana. CA 92701 • (714) 835-2800 Fax (714) 835-2819