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AR (06-2570)55415 Medallist Dr 06-2570 P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: Property Address: APN: Application description Property Zoning: Application valuation: Applicant: BUILDING & SAFETY DEPARTMENT BUILDING PERMIT VOICE (760) 777-7912 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 11/21/06 06-00002570 Owner. - 55415 MEDALLIST DR NATASHA KING/KATHY WALLEN 767'-510-006- - - 55415 MEDALLIST DRIVE ADDITION - RESIDENTIAL LA QUINTA, CA 92253 LOW DENSITY RESIDENTIAL Other struct info . . . . . C 47984 Contractor: p a Architect or Engineer: Owner D 0 006 ONSTRUCTION LEN N G cY I hereby affirm under penalty of erjury that t re is a construction le g gency for the performance of the work for which this permit is issued (Sec .,30 .30i'Civ. C.). Lender's Name: Lender's Address: LQPERMIT permit to cancellation. I certify that I have read this application d state t t the ove infor tion s c r ct. 1 agree to comply with all city and county ordinances and state la s relating to uild' g constructio a d he by authorize representatives of this cou ty ter upon the ab ve- entioned pro rt for inspection pu os .- (JGSig re (Applic nt or Agent): ` DITION 2 1 20D05, QUINSA _ C1 `t4 CE DEPT. ` LICENSED CONTRACTOR'S DECLARATION - WORKER'S COMPENSATION DECLARATION 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: E FOOTAGE License No.: for by Section 3700 of the Labor Code, for the performance of the work for which this permit is r'te: tractor: '- issued. - I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor • _„-,\l • - . _ Code, for theperformance 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 1 . 0 Number NO following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to I certify that, in the performan a of the w c for wkhs.rpet 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 to become su ' ct tnsation laws of California, permit to file a signed statement that he or she is licensed Dursuant to the provisions of the Contractor's State and agree that ul become subject to apensation provisions of Section License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or shall 700 of the abor Co e I shall forthwith corn rovisions. ' - that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by _ _ - any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: i ant: (_ 1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and 1 `-' " the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The WARNING: AILURE TO CURE W OV RAGE 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 CRIMI L PENALTIES AND CI FI SUP 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 ADDITIO T THE COST OF COM SATION, 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 CoD TEREST, 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 for the purpose of sale.). - - APPLICANT ACKNOWLEDGEMENT, 1,X 1 I, as owner of the property, am exclusively contracting with licensed contractors construct the project (Sec. 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 Lice e L does. not apply to an owner of conditions and restrictions set forth on this application. property who builds or improves thereon, and o tracts ,forte r ects with a contractor(sl licensed 1. Each person upon whose behalf this application is made, each person at whose request and for _ pursuant to the Contractors' State License w.l. whose benefit work is performed under or pursuant to any permit issued as a result of this application, (_ 1 I am exempt under Sec..-L-&P.C. f r 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 wner: performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and old if wo is not commenced within 180 days from date of i nce of such permit, or cessat' of wo for 180 days will subject ONSTRUCTION LEN N G cY I hereby affirm under penalty of erjury that t re is a construction le g gency for the performance of the work for which this permit is issued (Sec .,30 .30i'Civ. C.). Lender's Name: Lender's Address: LQPERMIT permit to cancellation. I certify that I have read this application d state t t the ove infor tion s c r ct. 1 agree to comply with all city and county ordinances and state la s relating to uild' g constructio a d he by authorize representatives of this cou ty ter upon the ab ve- entioned pro rt for inspection pu os .- (JGSig re (Applic nt or Agent): T A6 Application Number . . . . . 06-00002570 Permit BUILDING PERMIT 1 • Additional desc . Permit Fee 401.50 Plan Check Fee 260.98 Issue Date Valuation . . . . 47984 t�• Expiration Date 5/20/07 Qty Unit Charge Per Extension BASE FEE 252.00 23.00 6.5000 ------------------------------------------------------------------------- THOU BLDG 2.5,001-50,000 149.50 , ' Permit ELECT -.ADD/ALT/REM Additional desc . Permit Fee 48.90 i Plan Check Fee 12.23 Issue Date Valuation 0 Expiration Date 5/20/07 Qty Unit Charge Per Extension 7` BASE FEE 15.00 �. 557.00 ".0350 ELEC NEW RES - 1 OR 2.•FAMILY 19.50 720.00 .0200 ELEC i GARAGE.OR'NON-RESIDENTIAL 14.40 - Permit . . . MECHANICAL Additional desc . Permit Fee 53.00 -Plan Check Fee 13.25 Issue Date Valuation . . 0 Expiration•Date 5/20/07 Qty' Unit Charge Per Extension BASE FEE 15.00 1.00 9.0000 EA MECH FURNACE <=100K 9.00 1.00 4.5000 EA MECH VENT INST/ DUCT ALT 4.50 1.00 9.0000 EA MECH APPL REP/ALT/ADD 9.00 1.00 9.0000 EA MECH B/C <=3HP/100K BTU 9.00 1.00 6.5000 EA MECH VENT FAN 6.50 Permit . . . PLUMBING Additional.desc . Permit Fee . . 57.00 Plan Check Fee 14.25 Issue Date Valuation 0 - Expiration. Date 5/20/07 Qty Unit Charge Per Extension BASE FEE 15.00 ' 5.00 6.0000 EA PLB FIXTURE 30.00 LQPERMIT - - LQPERMIT Application Number 06-00002570' Permit . . . . . . PLUMBING Qty Unit.Charge .Per Extension 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 3.00 3.0000 EA PLB GAS PIPE 1-4 OUTLETS 9.00 Special Notes and Comments - 557SF ADDITION WITH 224SF 2ND FLOOR SKY DECK, V-NR,.RES-3. THIS PERMIT DOES NOT' INCLUDE BLOCKWALLS, POOL AND SPA, OR DRIVEWAY APPROACH. October'30, 2006 9:20:50 AM AORTEGA Other Fees . . . . . . . . . ENERGY REVIEW FEE. 26.10 STRONG MOTION (SMI) - RES 4.79 Fee summary Charged Paid Credited Due Permit Fee Total 560.40 .00 .00 560.40 . Plan Check Total 300.71' .00 .00 300.71 Other Fee Total 30.89 .00 .00 30.89 Grand Total. 892.00 .00 .00 892.00 LQPERMIT CITY OF LA QVINTA SUB-CONTKACTOR LIST P-4, V -e Q 4F.As4A k -/ MJA4 JOB ADDRESS PERMIT NU ' MBER 'V-* OWNER 1 1 141 BUILDER This form shall be posted -on the job with the Building Inspection Card at all times in a conspicuous glace. Only persons appearing on' this list or their employees are authorized to work on this job. Any changes to this list must be approved by the Building Division prior to commencement of work. Failure to comply will result in a stoppage of,Vvork and/or .the voidance of building permit. For each applicable trade, all information requested below must be completed by applicant. "On. File" is not an acceptable response. . ....... .... ....... ..... ... .... . ..... .............. .......... . X ........ ........ Com'pan'y Name Classification (e.g. A, B, C-8) Lice nse'Nu rnber (xxxxxx) Exp.#'bateCarrier (xx/"'/xx) Name (e.g. . State Fund, CalComp) Policy Number. (Format Varies)- Exp. Date (xx/xi/xx) License Number (xxxx) Exp. Date (xx'/Xx/ix) A fio z&5 6--eAa" J 2- 61 1 CQ05 5VOT 31 P -C -Ulu 6on P ze kCqkt W 61:,3 -:5 4q"l /0-7 V-3 16-7 e OT 0P -k kAA &;I' 6e rL J C 6-1 t, STM, -e C3' Ute.. qqq I q17 *14 (6 rulvo -7 P!LA A/ V07 Ana ;ia UN ou", C 44 4 9 44 t P7 06/0 - /&V 6p3 q,3 Silk 6 All 01-4 A —A UWJC/W t/kc 7!V7611%t C92 C-3 716 9qc, ry i?/3i.L 11 C-(6 69 &qq 5 7-,l twor q0 1, y'-74 6 9///07 3/86eyjflae- ;; q( TAW-49-zs °Y-0 7- 7 &g lau J34 2 C 0 -7 "'.7 qq, I 31 o-7 P-0 W 0- C45 e044 i 3 '71 vi l i l 0-7* Z 31311,Y7 4) 24 W6! qVzq 74) Z 0 9117 i S` k .9 ke f eam N,51 r5 el 01 -7 5 3- 7 67 Y -)b L (%O - * i6Z N, Fk - I,-aLew L-1 C7-7 eqlt?5.7 io Z;117 Z ly 711 A 1 9022 ----------------- TELEPHONE (760) 777-7012 FAX (760) 777-7011 OWNER/BUILDER INFORMATION Dear Property, Owner: An application for a building permit has been submitted in your name listing yourself as the ,builder of the property improvements specified. For your protection you should be aware that as "Owner/Builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from'the City or County. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades. that you plan to subcontract, you should be aware of the following information for your benefit and protection. If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $200.00 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. If you are an employer, you must register with the State and Federal Government as an employer and you are subject to several obligations include State and Federal income tax withholding, federal social security taxes, worker's compensation insurance, disability insurance costs and, unemployment compensation contributions. There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. t For more specific information about your obligations under Federal Law, contact the Internal Revenue Service (and, if' you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents.. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "Owner/Builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board in your community or at 1020 N. Street, Sacramento, California 95814. Please complete and return the enclosed owner -builder verification form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is' returned. Very truly yours, CITY OF LA QUINTA DEPT. OF BUILDING AND SAFETY 78-495 Calle Tampico La Quinta, CA 92253 (760 7012 F : (760) 77 15 OWNER' 5..7 - 4115 7'12-c a PROPERTY ADDRESS v6 -9570 PERMIT NUMBER(S) ,5 ` of La Uinta " ty Q Building .& Safety' Division P.O: Box 1504, 78-495 Calle Tampico. u Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permitfl a Project Address:,.561-415 . KImo{)i/( pj? ." Owner's Name: " I n j ,j r A. P. Number: 5100007- i Address: Legal Description: 2,9 5..City,ST Zi : * , P Contractor: 005 . Telephone: p. 7&0 2_5b - 5 " :Project Description: D 1 Address:'" " .. City; ST, Zip: Telephone: - State Lie. #.: City Lica #: Arch., Engr., Designer: Address: . City, ST, Zip: Telephone: State Lie. #: Name of Contact Person: . ' Construction. Type: Occupancy: Project type (circle one): New ' Add'n Alter Repair Demo Sq; Ft.:' # Stories: #Units: Telephone"# of Contact Person:. ` &0.— 25®— j Estimated°Value of Project: 2 'i 2 b APPLICANT:"DO NOT WRITE BELOW THIS LINE # Submittal ' RO'd Rec°d TRACIOZVG PERMITTEES Plan Sets oS . Plan Check submitted 3 Q. Item Amount " "Structural Calcs. p " " Reviewed, ready for corrections S 't 1 :Plan Check Deposit " Truss Calcs. Called Contact Person 1 Plan. -Check Balance Energy. Calcs. v dl Plans picked.up : 2 Construction. Flood plain plan. Plans resubmitted • o Mechanical" Grading plan' 2"" Review, reacfo correcti gs sue i Electrical " Subcontactor.List Called Contact Person Plumbing Grant Deed Plans picked up (. S.M.I. IMAL Approval ' Plans resubmitted Grading , INHOUSE: '' '"' Review, ready for corrections/issue a w , Developer Impact Fee. , . Planning Approval..Cd Called Contact Pe . "A.I,P.P. " Pub. Wks. Appr Date of p mit Issue School Fees y 0 • Total'Permit Fees" " 7-0.0 6 ' ..'. ASIR a( n q1w , els " 5 • •wc c : , JZI Ns c Coachella Valley Unified School District, This Box For District Use only 83-733 Avenue 55; Thermal, CA 92274 DEVELOPER FEES PAID (760) 398-'5909.--. Fax (760) 398-1224 AREA: AMOUNT . LEVEL ONE AMOUNT: LEVEL TWO. AMOUNT:- - MITIGATIONAMOUNT: COMMAND. AMOUNT: DATE: RECEIPT:: CHECK #: iMT1ALS: CERTIFICATROF COMPLIANCE (California Education Code 17620) Project Name: Date:. Owner's Name: Wallen. Phone No. 771-1755 N. -King Project Address: 55-415 Medalist Drive . La Quinta, CA Project Description:. Addition to an existing home APN: 767-510-006-6 Tract #: Lot #'s: Type of Development:, Residential XX Commercial Industrial Total Square Feet of Building Area: 573 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 authoriz o Si on half of the owner/developer. Dated: ;i .D(O Signature:. SCHOOL. DISTRICT'S REQUIREMENTS FOR THE ABOVE P ;CT HA OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING: (CIRCLE ONE) Education Code Gov. Code Project Agreement Existing Not Subject to Fee 1762.0 65995 Approval Prior -to 1/1/87 Requirement Number of Sq.Ft. 573 Amount per. Sq.Ft.' $2.63 Amount Collected $1,506.99 Building Permit Application Completed: Yes/No By: Carey M. Carlson, Asst. Supt., Business Services Certificate issued by: ' Elvira Mattson, Office Technician Signature: NOTICE OF 90.DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Section 66020 of the Government Code asserted by'Assembly Bill 3081, effective. January 1, 1997, requires that this District 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 partprior 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. At such time as this Certificate expires, if a building permit has not been issued for the.project that is the subject of this Certificate, the owner will be reimbursed all fees that were paid to obtain this Certificate of Compliance. MV:c/m9docs/dcvfees/certit"icate of compliance form tablesTO USE,doc 1/16/03 T PG FAIRWAYS ASSOCIATION June 6, 2006 Ms_ Kathy Wallem 3 F Ms. Natasha King 55-415 Medallist Drive La Quinta CA 92253 • Re: Architectural Application — Study/Office addition Dear 1W Wallen & Ms. Ring. At the June 511, 2006, Architectural Committee meeting the committee reviewed and approved your plans as submitted If you should have any questions, please do not hesitate m contact this office at any time; Sinceiely,,_ , By- Nancy G Parkinson CCAK LMCA ; Operations Manager For the Architectural Committee Cc:, Robert Atcld'ord Fax: 760.3405352 File .. r Post Office Box 1690 . JA Quints. Califor is 92247• Phone (760) 776-5100 • Fax (760) 776-5111 R F, STRUCTURAL CONSULTANTS, INC. 75-153 MERLE DRIVE, STE. B, PALM DESERT, CA 92211 PHONE (760) 8364000, FAX (760) 836-0856 E- MAIL' R. FRANGIE@VERIZON:NET December 15; 2007 Cathy Wallen and Mike Good 55-415 Meqg11istZr La Q u 'nta, Ca. 92253 Phone (760) 771-1249 Re.: The Wallen Residence 55-415 Medallist Dr. La Quinta, Ca. J Job no.: 4496 Subject: Alternat size Dear Cathy In regard`of the above mentioned project, and as per our phone conversation on.December 13, 2007, we submit the following:' Due to the existing under ground pluming, a forty two (42") inch square by twenty four (24) inch . deep footing pads bay be used in lieu of the thirty six (36") inch square by thirty six (3.6") inch deep pad called out on the plans. For more.information please see the attached detail 15. Verify the above information,with the building department prior to construction. We appreciate the opportunity to provide our professional services. Please do not hesitate to. ; contact our office if you have any questions. ' Zeyad Faqih P.E. QRpFESS10N Q M F h JP0 q p 'L No. 57958 Exp. 0630-0 0 ,k sT C 1W_ qlF OF CAUF Attachments (2) , CITY OF LA QUIN PpA . , BUILDING.& SAFETY DE APPROVED. FOR CONS UCTION DAT `c 3- POST _ 4- EXTEND L5x5x1/2" INTO III II III-CONC. FT'G AS SHOWN ,., 5= PRESSURE TREATED 2x NAILED TO BOTTOM OF POST W/ (3) 16D's Eo CL NOTES: W Lu N i /4S 4f f—/ tTOrL " AA CAL® Z glT G ' Nbbf lcF24, DEPT. z PROVP 'EGAD uREEDATER M PROOFOFLINciS iS UCTiON SEE PLAN DATE POST -TO FOOTING t'1 U To-secify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 10:57AM, 15 DEC OT main menu selection, choose the Description : + Printing & Title Block tab, and ent 'scope: _ your title block information. Rev: 550100 User.KW-060486QVer 5.5.0,25-5ep-zo0, Pole Embedment in Soil Page 1 (c)1983-2001 ENERCALC Engineering Software Description FLAG POLE FOOTINMG AT TRELLIS STEEL ANGLE General Information Allow Passive 250.00 pcf Applied Loads... . Max Passive 250.00 Psf Point Load 200.00 lbs Load duration factor 1.330 distance from base 8.000 ft Pole is Rectangular Width 42.000 in Distributed Load 0.00 #/ft . No Surface Restraint distance to top 3.000 ft distance to bottom 0.000 ft M Summary . Moments @ Surface... Point load 1,600.00 ft-# "Total Moment 1,600.00 ft-# Distributed load 0.00 Total Lateral 200.00 lbs Without Surface Restraint.. Required Depth 2.064 .ft Press @ 1/3 Embed... -Actual . 240.14 psf Allowable 228.72 psf CITY OF LA QUINT A R_ UILDING & SAFE/TY D T. APPROVE® FOR CONSTR CTIO. DATE3J_( 5 -- B T/ TLE 24 - RL -, r EnergYConservatio n . r J Standards Com liance Re ort -,;. • - Wallen_ Re,-.;.,.c-%,.ide'nc-e y Addition''. La. Quinta, California 'Prepared For: ,.j t.. a Robert Pitchford & Associates/Architects` r 74-835 Fox Hills Court Palm Desert, CA 92260 " • s Phone: (760) 346-8776 - _ Date: Nov. 15,2006 ,CITY OF., L; QUANTA ' r BUILDING & SAFE/TY DEPT. APPROVED. FOR CONSTRUCTION. DAT I BY = ti^WNA%rXI;S : ' AIR CONDITIONING INC. ' _ "Working As Team to Be The Best In Our Industry' ' ` Chinh Nguyen, Certified Energy Analyst. x 1610 N. Mcple Street , • . ,, ` Corona, CA 92880-1760 r y k,•. (800) 700-0799 / (951) 739-9509 fax E-mail: chinh.nguyenOwestaacair.com• 1 _ 'CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page'1 . :Project Title........... Wallen.Residence Addition Date..11/15/06 13:17:58 Project Address........ 55415 Medallist Drive *******-----------=--------- La Quinta, California.- `*v7.10* I. Documentation Author.'.. Chinh Nguyen. *******,. Building Permit # Westpac Air Conditioning, Inc. 1610 N. Maple St. Plan Check / Date Corona, CA 92880 (951) 739-9501 Field Check/ Date Climate Zone........... 15 --------------------- Compliance Method...... MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.10 File -NORM _ADD Wth-CTZ15S05 Program -FORM CF -1R User#-MP2387 User -Westpac Air Conditioning, Run -Wallen Residence Addition. = MICROPAS7 ENERGY USE SUMMARY = = Energy Use ---------------------------- Standard Proposed Compliance _ _ (kTDV/sf-yr) ------------------------ Design Design Margin = = Space Heating.......... -------------------- 1.79 1.15 ---------- - 0.64 - = Space Cooling.......... 75.62 75.64 -0.02 - = Total 77.41 76.79 0.62 = *** Building complies with Computer Performance *** *** HERS Verification Required for Compliance *** *** Water Heating not calculated *** GENERAL INFORMATION HERS Verification.......... Required Conditioned Floor Area..... 557 sf Building Type .............. Single Family Detached Construction Type ......... New Fuel Type NaturalGas Building Front.Orientation. Front Facing 0 deg (N) Number of Dwelling Units... 1 Number of Building Stories. 1 - Weather Data Type:......... FullYear Floor Construction Type.... Slab On Grade Number of Building Zones... 1 Conditioned Volume......... 5069-cf Slab -On -Grade Area......... 557 sf Glazing Percentage......... 8.6 % of floor area Average Glazing U -factor... 0.32 Btu/hr-sf-F Average Glazing SHGC....... 0.25 Average Ceiling Height..... 9.1 ft CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTION DATE 2_ BY go s F t CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 2 Project Title.......... Wallen Residence Addition ------ Date..11/15/06 13:17:58 I• MICROPAS7 v7.10 File-NORM—ADD Wth-CTZ15S05 Program -FORM CF -1R 'User#-MP2387•. User -Westpac Air Conditioning, - ------------------------------------------------------------------------------- Run -Wallen Residence'Addition 'I Solar IV Location/ Surface ,i , Factor BUILDING ZONE INFORMATION R-val Gains Reference ------------------------- Floor # of # of Cond- Thermo- Vent Vent Verified 0.900 Area Volume Dwell Peop- it- stat Height Area Leakage or Zone Type (sf) •(cf) Units le ioned Type (ft) (sf) Housewrap Residence 557 5069 1.00 2.0 Yes Setback 2.0 Standard No OPAQUE SURFACES Exterior --------------- U- Sheath- Solar Appendix Area Frame Area fact- Cavity ing Act Gains IV Location/ Surface Type (sf) or R-val R-val Azm Tilt Reference Comments ------------ 1 Wall ----- ---- ----- ----- ----- --- Wood 275 0.074 19 0 180 ---- --- 90 Yes --------- -------------- IV.9 A5 SOUTH 2 Wall Wood •172 0.074 19 0 270 ' 90 Yes IV.9 A5 WEST 3 Wall Wood 72 0.074 19 0 0 90 Yes IV.9 A5 NORTH 4 Wall Wood 185 0.074 19 0 90 90 Yes IV.9 A5 EAST 5 Door Other 24 0.500 -0 0 0 90 Yes IV.5 A4 Wood Door 7 F1oorExt .Wood 557 0.034 30 0 n/a 0 No IV.21 A7 DECK OVER FLR PERIMETER LOSSES T M Appendix Length F2 Insul Solar IV Location/ Surface (ft)' Factor R-val Gains Reference Comments 6 S1abEdge , 97 0.900 R-0 No None r To Outside + FENESTRATION SURFACES, --------------------- Exterior Area U,- Act Shade Orientation ------------------ (sf) ----- factor SHGC ----- Azm Tilt Type Location/Comments 1 Door Right (W) 19.5'0.310 ----- 0.220 --- ------------ 270 90 Standard ------------------------ WGLASSI/Fr.Dr. Therma-Tr 2 Door Back (S) 9.8 0.310 0.220 180 '90 Standard SGLASSI/Fr.Dr. Therma-Tr 3 Wind Back (S) 12.5 0.340 0.300 180 90 Standard SGLASS2/Vinyl/Operable W 4 Wind Left, (E) 6.0 0.340 0.300 90. 90 Standard EGLASSI/Vinyl/Operable W T M CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 3' Project Title...:...... Wallen Residence Addition Date..11/15/06 13:17:58 -------------------- --------------------------------------------------- MICROPAS7•v7.10 .File-NORM—ADD Wth-CTZ15S05 Program -FORM CF -1R User#-MP2387 User -Westpac Air Conditioning, Run -Wallen Residence Addition ------------------------------------------------------------- ------------------- OVERHANGS ---Window--- ---------=--Overhang------------ Area Left Right Surface (sf) Width Height Depth Height Extension Extension 1 Door 19.5 6.00 8.00 7.00 0.50 n/a n/a_ SLAB SURFACES ------------- Area . Slab Type ,. (sf) Standard Slab 557 HVAC SYSTEMS ------------ Verified Number Verified Verified Verified Verified Maximum System of Minimum Refrig Charge Adequate Fan Watt Cooling Type Systems Efficiency EER or TXV Airflow Draw Capacity HPSplit 1 8.00,HSPF n/a n/a n/a' n/a n/a HPSplit 1 13.00 SEER 11.5 Yes No No W No HVAC SIZING Verified Total Sensible Design Maximum Heating Cooling_ Cooling Cooling System Load Load Capacity Capacity Type (Btu/hr) (Btu/hr) (Btu/hr) (Btu/hr) HPSplit 13450 n/a n/a n/a HPSplit n/a 8966 11127 n/a Sizing Location............ LA QUINTA Winter Outside Design...... 26 F Winter Inside Design....... 70 F Summer Outside Design...... 111 F ,Summer Inside Design....... 75 F Summer Range ............... 34.F CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R, Page 4 ---------- Project Title.......... Wallen Residence Addition Date..11/15/06.13:17:58 MICROPAS7 v7.10 File-NORM_ADD Wth-CTZ15S05 Program -FORM CF -1R• User#-MP2387 User -Westpac Air Conditioning, Run -Wallen Residence Addition DUCT SYSTEMS Verified Verified Verified System . Duct Duct Duct Surface Buried Type Location R -value Leakage Area Ducts HPSplit Attic R-6 No No No HPSplit Attic R-6 No No No SPECIAL FEATURES AND MODELING ASSUMPTIONS ------------------------------------ *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. ***- This building incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve (TXV). If a cooling system is not installed, then HERS'verification is not necessary. This building incorporates HERS verified EER. HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods and ***. *** must be reported on the CF -4R installation certificate. *** This building incorporates a HERS verified Refrigerant Charge test. or a HERS verified Thermostatic Expansion Valve (TXV). If a - cooling system is not installed, then HERS verification isnot necessary. This building incorporates HERS verified EER. REMARKS CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 5 Project Title.......... Wallen Residence Addition Date..11/15/06 13:17:58 i -MICROPAS7 x7.10 File-NORM ADD Wth-CTZ15S05 Program-FORM CF-1R , f User#-MP2387 User-Westpac Air Conditioning, Run-Wallen Residence Addition " COMPLIANCE STATEMENT -------------------- This certificate of compliance lists the building features and performance: specifications needed to• comply with Title-24, Parts 1.•and 6 of the California Code of Regulations,.and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. " F •DESIGNER or OWNER DOCUMENTATION AUTHOR `. Name.... Robert Pitchford' Name.... Chinh Nguyen Company. Robert Pitchford Arch. Company. Westpac Air Conditioning, Inc. Address. 74-835 Fox Hills Court Address. 1610 N. Maple St. Palm Desert, CA 92260 Corona, CA 92880 Phone... (760) 346-8776 Phone... (951) 39-9501 License. Signed.. Signed.. 44 JA4 (date) te) ENFORCEMENT AGENCY Name.... Title...' Agency.. Phone...- Signed.. hone... Signed.. , (date) MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 1 Project Title.......... Wallen Residence Addition Date..11/15/06 13:17:58 Project Address........ 55415 Medallist Drive ******* --------------------- La Quinta, California *v7.10* I I Documentation Author... Chinh Nguyen ******* I Building Permit # Westpac Air Conditioning, Inc. I 1610 N. Maple St.- I Plan Check'/ Date'l Corona, CA 92880 (951) 739-9501 I Field Check/ Date Climate Zone........... 15 ------------------ 7 -- Compliance Method.:..... MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.10 File-NORM_ADD Wth-CTZ15S05 Program -FORM MF -1R User#-MP2387 User -Westpac Air Conditioning, Run -Wallen Residence Addition ------------------------------------------------------------------------------- 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 supersede the items marked with an asterisk (*). 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. BUILDING ENVELOPE MEASURES" De- En- sign-' force- n/a er ment *150(a): Minimum R-19 insulation in wood framed ceiling or equivalent U -factor in metal -frame ceiling 150(b): Loose fill insulation manufacturer's labeled R -Value 7 *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not apply to exterior mass walls) *150(d): Minimum R-13 raised floor insulation in -framed floors or equivalent U -factor 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable 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 Sec. 151 / meets requirements specified in ACM Residential Manual• 150(g): Vapor barriers mandatory in Climate Zones 14,16 only 150(1): Slab edge insulation - water absorption rate for the insulation material 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 quality/ standards. Indicate type and include CF -6R form 116-17: Fenestration Products, Exterior Doors and Infiltration/ Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage 2. Fenestration products (except field -fabricated) have MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 2 Project Title.......... Wallen Residence Addition Date..11/15/06 13:17:58 ------------------------------------------------- MICROPAS7 v7.10 File-NORM_ADD Wth-CTZ15S05 Program -FORM MF -1R User#-MP2387 User -Westpac Air Conditioning, Run -Wallen Residence Addition ------------------------------------------------------------------------------- label with certified U -factor, certified Solar Heat Gain / Coefficient (SHGC), and infiltration certification 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES De- En- sign- force n/a erment 110-113: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA / 150(1): Setback thermostat on all applicable heating and/or cooling systems 150(j): 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'R12 or greater 2..Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 internal and indicated on the exterior of the tank showing the R -value 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of recirculating sections of hot water pipes shall be insulated to Table 150B 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source / and indirect hot water tank shall be insulated to / Table 150-B and Equation 150-A »>/// 4. Steam hydronic heating systems or hot water systems >15 ps', meet requirements of'Table 123-A 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance and wind 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed entirely in conditioned space 7. Solar water -heating systems/collectors are certified by the/ Solar Rating and Certification Corporation ,/ *150(m):•Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, MANDATORY MEASURES CHECKLIST: RESIDENTIAL. MF -1R Page 3 Project Title.......... Wallen Residence Addition Date..11/15/06 13:17:58 'MICROPAS7 v7.10 File-NORM_ADD Wth-CTZ15S05 Program -FORM MF -1R User#-MP2387 User -Westpac Air Conditioning, Run -Wallen Residence Addition ------------------------------------------------------------------------------- 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 meshor 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 ducts 3. Joints and seams of duct systems and their components shall not be sealed with cloth backed rubber adhesive duct 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 i operated dampers 6. Protection of Insulation. Insulation shall be protected from damage due to sunlight, moisture, equipment mainten- ance 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 inches 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 central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) 118(1): Cool Roof material meets specified criteria RESIDENTIAL LIGHTING MEASURES De- En- sign- force n/a er ment 150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26). Ballast -for lamps 13 watts or greater are electronic d' MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 4 Project Title.......... Wallen Residence Addition Date..11/15/06 13:17:58 --------------------------- MICROPAS7 v7.10 File -NORM _ADD Wth-CTZ15S05 Program -FORM MF -1R User#-MP2387 User -Westpac Air Conditioning, Run -Wallen Residence Addition - ---------------------------------------------------------- and have an output frequency no less than 20 kHz 150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, luminaire has factory installed HID ballast 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50 percent of the wattage, as determined in Sec. 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 OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) that / does not turn on automatically or have an always on option 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 ft2), OR are controlled by a dimmer switch OR are controlled by an occupant sensor(s) that complies , with Section 119(d) that does not turn on automatically or have an always on option 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are certified air tight 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 in- cluding 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) J 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sec. 130, 132, and 147. Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Sec. 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 an occupant sensor(s) certified to comply with Section 119(d) 1 . STRUCTURAL CALCULATIONS 1 1 FOR 1 WALLEN RESIDENCE A REMODEL /ADDITION 1 AT 1 55-415 MEDALLIST DRIVE LA QUINTA, CA. 71t A QUI NTA 1 AFETY,DEPT. OVED TRUCTION 1 JOB # 4496 4/ 19/2006 By 1HF RD ARCHITECT{ . DESIGNER. ROBERT PITC O 1 CLIENT: ROBERT PITCHFORD ARCHITECT DESIGNED BY: T.L. ZEYAD FAQIH .P.E. il PROFESS/p 9 4 3 U M. ti`yPo F No. 57958 m. Exp. 06-30-0 By F F CALIF R F STRUCTURAL CONSULTANTS,' INC. 1 75-153 MERLE DRIVE, STE. B, PALM DESERT, CA. 92211 PHONE (760) 836-1000 FAX (760) 836-0856 Hy9'� ■ T 1 ' DESIGN CRITERIA ROOF LOAD AT 3.25 TO 12 SLOPE: FLOOR: TILE ROOF = 12.00 psf DEAD LOAD = 15.00 psf PLYWOOD = 2.00 psf LIVE LOAD = 40.00 psf TRUSSES = 3.00 psf TOTAL = 55.00 psf tDRYWALL = 2.00 psf INSULATION = 1.00 psf STAIRS: MISCELLANEOUS =4.00 psf DEAD LOAD = 15.00 psf ' DEAD LOAD = 22.00 psf LIVE LOAD = 100.00 psf LIVE LOAD = 20.00 psf TOTAL = 115.00 psf TOTAL = 42.00 psf DECK: DEAD LOAD = 15.00 psf ' LIVE LOAD = 60.00 psf TOTAL = 75.00 psf EXTERIOR WALLS =15.00 psf INTERIOR WALLS =10.00 psf SEISMIC ZONE 4: FAULT TYPE A Na =1.0 APPROXIMATELY 10+ km TO FAULT ' SOIL PROFILE Sd SEISMIC COEFFICIENT Ca = 0.44Na STRUCTURAL SYSTEM R = 4.5 SEISMIC FACTOR = (2.5 x 0.44 x 1.00 x 1.00)/(1.4 x 4.5) = 0.175W ' SEE CALCULATIONS FOR p FACTOR WIND EXPOSURE C ' WIND SPEED 70 MPH MAXIMUM HEIGHT 15 ft WIND FACTOR 17.36 psf MAXIMUM HEIGHT 20 ft WIND FACTOR 18.51 psf ' MAXIMUM HEIGHT 25 ft WIND FACTOR 19.49 psf ' SOIL BEARING PRESSURE ASSUMED 1500 psf 1997 UNIFORM BUILDING CODE/2001 CALIFORNIA BUILDING CODE t COMPANY -PROJECT 6 ® R.F. Structural Consultants, Inc. Wallen Residence' < 7 dWorks 175-153 Merle Drive, Suite B Remodel/Addition, / Palm Desert, CA 92211 Norman Estates, PGA West,'. " u f SOFTWARE FOR WOOD DESIGN Apr. 18, 2006 07:59 Beam #1 - Typ. HDR at 2nd Story' Design Check Calculation Sheet - 'Sizer 2004a F LOADS ( Ibs, psi, or pit) r • - ' %ni t , Load Type Distribution Magnitude Location [ft] Pat- - 619 Total Start End Start End tern Loadl Dead , :Full Area '22.00 (5.50)* LC number No Load2 Live Full Area 20.00 (5.50)* No, Load3 Dead Full Area 15.00 (2.00)* L/360 No -*Tributary.W,idth (ft)_ e: MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) 0' a '• i f •.Effil .;,"d r 'r ' g, atk ura 'sPeAli '11'-3" Dead a f 904 Live 619 ^ ' 619 Total 1523 ,. 1523 Bearing: 2 t - 2 LC number Length 1.00 0.19 1.00 a '• i f •.Effil .;,"d r 'r ' g, atk ura 'sPeAli '11'-3" Dead 904 sis;Value 904 Live 619 ^ ' 619 Total 1523 ,. 1523 Bearing: 2 t - 2 LC number Length 1.00 0.19 1.00 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 pit automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: r ADDITIONAL DATA: FACTORS: F, CD CM Ct =CL CF Cfu Cr Cfrt Ci Cna, _ LC# Fb'+ 1200 1.00 f1.00 1.00 1.000"1.000 1.00`'.1.00 '1.00 1.00 - 2 Fv' 170 1.00 1.00 1.00 - - -, 1.00 1.00 '1.00'', 2 Fcp' 625 1.00 1:00 ": - - 1.00 -1.00 E' 1.6 million 1.00 1.00 - - - -:1. 00 "1.00 f 2 y+. Bending (+) : LC# 2 = D+L ' M4284 lbs -ft Shear LC# 2 = D+L, V = 1523, V design 1354 lbs y']' Deflection: LC# 2 = D+L EI= 309e06 lb-int Total Deflection = 1.00( Dead Load Deflection) + Live Load Deflection., (D=dead L=live S=snow W=wind i=impact .C=construction CLd=concentrated), (All LC's are listed in the Analysis output) DESIGN NOTES: - 1. Please verifythat the default deflection limits areappropriate for our a lication. r 1 " ' ' " t + . , 1 • n. Y PP .. N N r • + . r :••. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause'4.4.1. y% Criterion Anal sis;Value Desi ft Value Analysis/Design Shear - . 'fv = 49, Fv',,= 170-' fv/Fv' = 0.29 Bending(+) fb 997 Fb' 1200* fb/Fb' =: 0.83 Dead Defl'n 0.19 L/720 Live Defl'n 0.13 = <L/999 " 0.38 = L/360 r. 0.34'' Total Defl'n 0.32 = L/427 0.56 = L/240 0:56 °i t .. '' r COMPANY PROJECT q f 9 R.F. Structural Consultants, Inc. Wallen Residence Wo0 d Wo r ks® 75-153 Merle Drive, Suite B Remodel/Addition Palm Desert, CA 92211 Norman Estates, PGA West .SOFTWARE FOR WOOD DESIGN Apr. 18, 2006 09:23 Beam #2 - HDR at 2nd Story South Elevation Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pat - tern Loadl Dead Full Area 15.00 (2.00)* 285 No Load2 Dead Partial Area 22.00 (4.50)* 0.00 5.00 No Load3 Live Partial Area 20.00 (4.50)* 0.00 5.00 No Load4 Dead Point 850 5.00 No Loads Live Point 775 5.00 No Load6 Dead Partial Area 22.00(10.00)* 5.00 7.00 No Load? Live Partial Area 20.00(10.00)* 5.00 7.00 No Load8 Dead Partial Area 22.00 (4.50)* 7.00 12.00 No Load9 Live Partial Area 20.00 (4.50)* 7.00 12.00 No Load10 Dead Point- 850 7.00 No " Loadll Live Point 1 775 1 7.00 1 No ' 1L1i ULCLy "_LU111 tLL) MAXIMUM REJ 0' :TIONS (Ibs) and BEARING LENGTHS (in) : 12' Dead 1862 sis?Value 1862 Live 1425 Shear 1425 Total 3287 285 3287 Bearing: 2 = 1331 2 LC number Len th 1.00 0.13 1.00 PSL, 2.OE, 290OFb, 5-1/4x11-7/8" Self Weight of 19.48 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Anal sis?Value Desi nValue Anal sis/Desi n Shear fv = : 73 Fv' = 285 fv Fv' = 0.26 Bending(+) fb = 1331 Fb' = 2903 fb/Fb' = 0.46 . Dead Defl'n 0.13 = <L/999 Live Defl'n 0.10 = <L/999 0.40 = L/360 0.25 Total Defl'n 0.23 = L/632 0.60 = L/240 0.38 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV . Cfu Cr Cfrt Ci Cn LC# Fb'+ 2900 1.00 - 1.00 1.000 "1.00 - 1.00 1.00 - - 2 Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Bending(+): LC# 2 = D+L, M = 13688 lbs -ft Shear LC# 2 = D+L, V = 3287, V design = 3051 lbs Deflection: LC# 2 = D+L EI= 1465e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated), (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 0.7COMPANY PROJECT y R.F. Structural Consultants, Inc. Wallen Residence WoodWorks75-153 Merle Drive, Suite B Remodel/Addition 3 Palm Desert, CA 92211 Norman Estates, PGA West SOFFWARE FOR WOOD DESIGN Apr. 18, 2006 08:42 Beam #3 - HDR at Rear'1 st. Story,, Patio _ Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf) _ r. Load Type Distribution Magnitude Location (ft] Pat --- Shear 510 Total Start End. Start End tern Loadl-"". Dead Full Area 22.00 (6.00)* LC number, No Load2 Live Full Area 20.00(6.00)* No Load3 Dead Full Area 15.00 (2.00)* L/360 No MAXIMUM • 73.0730 , T Z, Live 510 Shear 510 Total 12401240 170: fv/Fv'"_ -0.•23 Bearing: AI / ! r ,r - £ • , 2 LC number, Length 1.00 * ' `* 1.00 Live Defl'n 0.05 =°<L/999. 0.28 =_ L/360 - 0.16 - NS (Ibs) and BEARING LENGTHS (in): • ..+.,,,r&X!£ a... r lv''^9 . G, ': iww in_ ' ` ' ..:r4_ akti'n. .,:.;,.J._ '%e, ., : ,. r•I 0' ? 80-6rr Dead 73.0730 , T Design Live 510 Shear 510 Total 12401240 170: fv/Fv'"_ -0.•23 Bearing: 2 / ! r ,r - £ • , 2 LC number, Length 1.00 * ' `* 1.00 Timber -soft, D.Fir-L, No. 1, 6x8" ! ... Self Weight of 9.8 plf automatically included in loads; k Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; zi t i Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Anal sis. Value Design Value Anal sis/Desi n Shear fv =. 38' Fv' _, 170: fv/Fv'"_ -0.•23 Bending(+). fb == 613 Fb' = 1200 .•fb/Fb' = 0.51• Dead Defl "n 0.07 = '<L/999 Live Defl'n 0.05 =°<L/999. 0.28 =_ L/360 - 0.16 - Total Defl'n 0.11,=. L/920 0.43 = L/240 0.26. ti t, ADDITIONAL DATA: FACTORS:. F CD CM Ct CL• - CF" Cfu Cr CfrtCi Ch LC# Fb"+ 1200 1.00 11.00 1.001 1.000 :1.000 1.00. 1:00 "1.00 1.00 +-'«..+'2 - 0 Fv' 170 1.00' 1.00 1.00- 1.00 1.00 1.00 -,2, FCp' 625 - 1.00 1.00, - - - - 1.00 •1.00 -' r E, 1.6 million '1.00 1.00 - - - + 1.00, 1.00 - ` 42 Bending (+) : LC# 2 = ,D+L, M 2635 lbs -ft M • Shear LC# 2 D+L,. V 1240;` V design. _ X1058 lbs, s. r;,. C + • ' , Deflection: LC#,2 D+L EI= • 309e06 lb=int, I Total Deflection 1.00(Dead Load Deflection) +' Live Load Deflection (D=dead L=live S=snow- W=wind I=impact C=construction' CLd=concentrated) r w«~ (All LC's are listed in the Analysis output) DESIGN NOTES: R , 1. Please verify that the default deflection limits are appropriate for your application:. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 . .. YT , , t . '_- 7 Fes• • r • _` -. 7 ' • + r .y q ' { `• COMPANY PROJECT q6 R.F. Structural Consultants, Inc. Wallen Residence Y 75-153 Merle Drive, Suite B Remodel/Addition' Q)_,-WoodW.-orkS:' Palm Desert, CA 92211 . , Norman Estates, PGA West SOFMAREFOR"WOOa "SIGN Apr. 18, 2006 08:46 Beam #4 - HDR at Rear of 1st Story `. Design Check Calculation Sheet Sizer 2004a ' s LOADS ( Ibs, psf, or plf )' y Load Type Distribution Magnitude Start End Location [ft] Start End" Pat - tern Load3" Dead ; Full Area 15.00..(8.00)* ,170 -No Load2 Dead Full Area 15.00 (9.00)* LC -number No " Ldad4 Live Full Area 40.00 (9.00)* 5 ''' No ` Load5 Dead Full Area '22.00 (7.50)* L/360 `No Load6 Live ]Full Area 20.00 (7.50)* 'L/24'0 ' No -irtnuLdry w1.uu1 kLL) IRE ')•2 'a 1' y' s.. , ' .hs ,a7 ' t, Yk ^ c '^ sxlPfi'Y x . • ' a? x, , s rK ,5r "'&• €.Nr d .1"{-_i. ' j"y i✓ a ' r a .` ` r u, f i 1•kD"" f 75` '+ v .ia Nom' . k "i . " Su, i Mil' ' _ g - 'r . y, i+7 k " , j'x,•,. y. - '- " sa :.i 1t .r tt{6 i1 ( 1 Dead 699 Value 694 Live` 829 . r . 629 Total 15231523 ,170 fy/Fv' _,' 0.32 Bearing: fb = 535 ,Fb'_= LC -number 2 Dead Defl'n 0.01 = Length 1.00 5 ''' 1.00 Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; ;. Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Anal sis: Value Desi n. Value" Anal sis/Desi n' Shear fv _'f -54 Fv! .= ,170 fy/Fv' _,' 0.32 Bending(+) fb = 535 ,Fb'_= 1200 fb/Fb' _ 0.45 M Dead Defl'n 0.01 = <L/999, Live Defl'n 0.01 = <L/999 0.11 = L/360 0.10:' Total Defl'n 0.02 = "<L/999 0.16 = 'L/24'0 ' 0.12•' ADDITIONAL DATA: FACTORS: F CD CM Ct CL- CF Cfu Cr' Cf rt Ci` Cn :SLC# Fb'+ 1200 :1.00 1.00. 1.00 1000 1.000 1.00 1..00 1.00 1-,00 - Fv' 170 1:00 1.00 1.00 - ` - - - 1'.00' ,1.001 1.00 } Fcp' 6251 1.00 - - 1.00 1.00 w; s , 'E 1.6 million'l:00.•1.00 - - - ".1:00 1.00 2 r :r, ` ,4•`,, ' ». Bending (+) : LC# 2 = D+L M - * 1237 lb _ft ' a K+i F cs J Shear i LC# 2 = D+L, V = a 1523, V design- 1093'l bs Deflection: LC# 2 = D+L EI= 122e06 lb-.in2 • " Total Deflection = 1.00(Dead Load Deflection) + -Live Load Deflection (D=dead L=live S=snow `W=wind I=impact C=construction :CLd=concentrated) t (All LC's are listed in .the.. Analysis 'output)- DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4,4.1 i • v -. r +. ... }.. COMPANY PROJECT 7 7 ® R.F. Structural Consultants, Inc. Wallen Residence dWork5 75-153 Merle Drive, Suite B Remodel/Addition®IVoo Palm Desert, CA 92211 Norman Estates, PGA West " . SOFnVARE FOR WOOD DESIGN Apr. 18, 2006 08:50 , ' Beam #5 J'jBR tLeft of 1st Story - Design Check Calculation Sheet S_ izer`2004a y s•. ` LOADS ( Ibs, psf, or plf) V } t Load Type Distribution Magnitude Start _ End Location [ft] Start End Pat - tern Loadl Dead Full Area 15.00 (8.00)* 285 No Load2 Dead Full Area' 22.00 (5.00)* LC number No, Load3 Live Full Area 20.00 (5.00)* No Load4 Dead Point 850 4.00 No Loads Live ° Point 775 4.00 No _ *Tributary Width (ft) , MAXIMUM 0' 1 - , x 4'-9" Dead 711 " 1293 Live 360 . G' 890 Total 1071_` 285 2183 Bearing: 2 is Fb' = LC number Length 1.00 0.00.= 1.00 t PSL, 2.OE, 290OFb, 3-1/2x11-7/8"° Self Weight of 12.99 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC' ` 1"`r Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001:" Criterion Analysis Value Design Value Analysis/Design- nal sis/Desi n - Shear Shear fv* _ '55 Fv' = 285 fv*/Fv' = 0.19`1 Bending (+) fb = ` 244 Fb' = 2903- , fb/Fb' _. 0.08 Dead • Defl'n 0.00.= 4,/999 Live' Defl'n 0.00 =<L/999 0.16 = L/36,0 0.02 1 Total Def In 0:01 =•<L/999 0.24 = L/240 0.03 - = •" Vu 4 ' The effect of point loads within a distance'd of:the support has been included as per.NDS 3.4.3.1 W ADDITIONAL DATA: FACTORS: F CD CM Ct " CL CV Cfu Cr Cfrt Ci Cn ' LC# * }' •Y Fb'+ 2900 1.00 • - '1.00 1.000,, 1.00 - 1'.00 1.00 - 2 r Fv' 285 1.00 1.00 - - - i - 1.00 1.00 2 'Fcp' 750 - - - 1.00 - - - 1.00 - - ; x,'.7G E' 2.0 -million ,1.00 - ., - - 4- 1:00 Bending (+) LC# :2 D+L, M = • 1672 lbs-ft- Shear bs-ft Shear LC# 2,= D+L, V 2183, V design* _ .1512 lbs"A Deflection: LC# 2 = D+L EI= 977e06-lb-in2 t- ' q ,' w . ti 'jr Total Deflection = 1.00•(Dead Load Deflection) + Live Load Deflection : r . 'a';•+ ,, (D=dead L•=live S=snow W=wind I=impact C=construction CLd=cdncentrated)s " rr', may, •'' (All LC's are listed in the Analysis output)'', r. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only.,For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCLimaterials. They can be changed in the database editor. , COMPANY PROJECT ey y9G R.F. Structural Consultants, Inc. Wallen Residence / G'WbodWorks" - 7alm Merle Drive, Suite B Norman Estates, Palm Desert, CA 92211. Norman Estates, PGA West SOFTWARE FOR WOOD DESIGN Apr. 18, 2006 14:08 Beam #6 -'Flush BM at Rear of 1st Story Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf) Load Type Distribution Magnitude Start End -Location [ft] Start End 'Pat - tern Loadl Dead Partial Area 22.00(12.00)* 0.00 3.50 No Load2 Live Partial Area 20.00(12.00)* 0.00 3.50 No. Load3 Dead Point 1225 3.50• No Load4 Live Point 775 3.50 No Load5 Dead Partial Area 22.00(10.00)* 3.50 6.00 No Load6 Live Partial••Area 20.00(10.00)* 3.50 6.00 No Load7- Dead• Partial Area 15.00 (8.00)* 3.50 6.00 No Load8 Dead i Partial Area 15.00 (9.00)* 3.50 6.00 No Load9 Live Partial Area 40.00 (9.00)* 3.50 6.00 No LOad1D Wind Point 1400 3.50 No *Tributary Width (ft) ' MAXIMUM R . FACTIONS lbs and BEARING LENGTHS (in): 11 .-,- M a--. _ WW .; - - . = - -:-•cam' - - - _ 00 0. 6 Dead 1451 1963 Live 1345 " 1967 Total 2796 3930 Bearing: LC number 3 3 Length 1.07 h 1.50 PSL, 2.0E, 2900Fb, 3-1/2x11-7/8" , Self Weight of 12.99 plf automatically included in loads; ` Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;' r' ' Analysis vs. Allowable Suess (psi) and Deflection (in) using NDS 2001: - -+ Criterion Anal sis Value Design Value Analysis/Design . Shear fv = X100 Fv' = 285 fv/Fv' = 0.35 Bending(+) fb = :897 Fb', = 2903 fb/Fb' = 0.31 Dead Defl'n 0,02 = <L/999• Live Defl'n 0.02 = <L/999 0:20 = L/360 0.10 Total Defl'n `0.04 = <L/999 0.30 = L/240 0.13 x ADDITIONAL DATA: FACTORS: F CD CM Ct. SCL Cv Cfu Cr • Cfrt "Ci yCn LC#. i Fb'+ 2900 1.00 - 1.00 1.000 . 1.00 - 1.00 1.00 - -.': 2 ^ FV ' 285 1.00 - 1.00 - - - • - 1.00 - - X1.00'''_ 2 -Fcp' 750 - - 1.00 - - - 1.00 E' 2.0 million - 1.00 - - w - 1.00 - - - 3 s' Bending(+): LC# 2 = D+L,'M = : 6146 lbs -ft Shear : LC# 2 = D+L,`V = 3769, V design = 2775 lbs Deflection: LC# 3 = D+.75(L+W) EI= 977e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. 71 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated), ' (All LC's are listed in the Analysis output) 4 ~ DESIGN NOTES: - 1. Please verify that the default deflection limits are appropriate for your application. - 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. `.. t *Tributary Width (ft) ' MAXIMUM R . FACTIONS lbs and BEARING LENGTHS (in): 11 .-,- M a--. _ WW .; - - . = - -:-•cam' - - - _ 00 0. 6 Dead 1451 1963 Live 1345 " 1967 Total 2796 3930 Bearing: LC number 3 3 Length 1.07 h 1.50 PSL, 2.0E, 2900Fb, 3-1/2x11-7/8" , Self Weight of 12.99 plf automatically included in loads; ` Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;' r' ' Analysis vs. Allowable Suess (psi) and Deflection (in) using NDS 2001: - -+ Criterion Anal sis Value Design Value Analysis/Design . Shear fv = X100 Fv' = 285 fv/Fv' = 0.35 Bending(+) fb = :897 Fb', = 2903 fb/Fb' = 0.31 Dead Defl'n 0,02 = <L/999• Live Defl'n 0.02 = <L/999 0:20 = L/360 0.10 Total Defl'n `0.04 = <L/999 0.30 = L/240 0.13 x ADDITIONAL DATA: FACTORS: F CD CM Ct. SCL Cv Cfu Cr • Cfrt "Ci yCn LC#. i Fb'+ 2900 1.00 - 1.00 1.000 . 1.00 - 1.00 1.00 - -.': 2 ^ FV ' 285 1.00 - 1.00 - - - • - 1.00 - - X1.00'''_ 2 -Fcp' 750 - - 1.00 - - - 1.00 E' 2.0 million - 1.00 - - w - 1.00 - - - 3 s' Bending(+): LC# 2 = D+L,'M = : 6146 lbs -ft Shear : LC# 2 = D+L,`V = 3769, V design = 2775 lbs Deflection: LC# 3 = D+.75(L+W) EI= 977e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. 71 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated), ' (All LC's are listed in the Analysis output) 4 ~ DESIGN NOTES: - 1. Please verify that the default deflection limits are appropriate for your application. - 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 0. 6 Dead 1451 1963 Live 1345 " 1967 Total 2796 3930 Bearing: LC number 3 3 Length 1.07 h 1.50 PSL, 2.0E, 2900Fb, 3-1/2x11-7/8" , Self Weight of 12.99 plf automatically included in loads; ` Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;' r' ' Analysis vs. Allowable Suess (psi) and Deflection (in) using NDS 2001: - -+ Criterion Anal sis Value Design Value Analysis/Design . Shear fv = X100 Fv' = 285 fv/Fv' = 0.35 Bending(+) fb = :897 Fb', = 2903 fb/Fb' = 0.31 Dead Defl'n 0,02 = <L/999• Live Defl'n 0.02 = <L/999 0:20 = L/360 0.10 Total Defl'n `0.04 = <L/999 0.30 = L/240 0.13 x ADDITIONAL DATA: FACTORS: F CD CM Ct. SCL Cv Cfu Cr • Cfrt "Ci yCn LC#. i Fb'+ 2900 1.00 - 1.00 1.000 . 1.00 - 1.00 1.00 - -.': 2 ^ FV ' 285 1.00 - 1.00 - - - • - 1.00 - - X1.00'''_ 2 -Fcp' 750 - - 1.00 - - - 1.00 E' 2.0 million - 1.00 - - w - 1.00 - - - 3 s' Bending(+): LC# 2 = D+L,'M = : 6146 lbs -ft Shear : LC# 2 = D+L,`V = 3769, V design = 2775 lbs Deflection: LC# 3 = D+.75(L+W) EI= 977e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. 71 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated), ' (All LC's are listed in the Analysis output) 4 ~ DESIGN NOTES: - 1. Please verify that the default deflection limits are appropriate for your application. - 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. PSL, 2.0E, 2900Fb, 3-1/2x11-7/8" , Self Weight of 12.99 plf automatically included in loads; ` Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;' r' ' Analysis vs. Allowable Suess (psi) and Deflection (in) using NDS 2001: - -+ Criterion Anal sis Value Design Value Analysis/Design . Shear fv = X100 Fv' = 285 fv/Fv' = 0.35 Bending(+) fb = :897 Fb', = 2903 fb/Fb' = 0.31 Dead Defl'n 0,02 = <L/999• Live Defl'n 0.02 = <L/999 0:20 = L/360 0.10 Total Defl'n `0.04 = <L/999 0.30 = L/240 0.13 x ADDITIONAL DATA: FACTORS: F CD CM Ct. SCL Cv Cfu Cr • Cfrt "Ci yCn LC#. i Fb'+ 2900 1.00 - 1.00 1.000 . 1.00 - 1.00 1.00 - -.': 2 ^ FV ' 285 1.00 - 1.00 - - - • - 1.00 - - X1.00'''_ 2 -Fcp' 750 - - 1.00 - - - 1.00 E' 2.0 million - 1.00 - - w - 1.00 - - - 3 s' Bending(+): LC# 2 = D+L,'M = : 6146 lbs -ft Shear : LC# 2 = D+L,`V = 3769, V design = 2775 lbs Deflection: LC# 3 = D+.75(L+W) EI= 977e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. 71 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated), ' (All LC's are listed in the Analysis output) 4 ~ DESIGN NOTES: - 1. Please verify that the default deflection limits are appropriate for your application. - 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. x ADDITIONAL DATA: FACTORS: F CD CM Ct. SCL Cv Cfu Cr • Cfrt "Ci yCn LC#. i Fb'+ 2900 1.00 - 1.00 1.000 . 1.00 - 1.00 1.00 - -.': 2 ^ FV ' 285 1.00 - 1.00 - - - • - 1.00 - - X1.00'''_ 2 -Fcp' 750 - - 1.00 - - - 1.00 E' 2.0 million - 1.00 - - w - 1.00 - - - 3 s' Bending(+): LC# 2 = D+L,'M = : 6146 lbs -ft Shear : LC# 2 = D+L,`V = 3769, V design = 2775 lbs Deflection: LC# 3 = D+.75(L+W) EI= 977e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. 71 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated), ' (All LC's are listed in the Analysis output) 4 ~ DESIGN NOTES: - 1. Please verify that the default deflection limits are appropriate for your application. - 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 'kM }.., .• a a .V _ � _.+ _ -'f •i'�k� � it �, '_Yi. rC .i U_. r t -.i COMPANY PROJECT r. /��/ / 7 • R.F. Structural Consultants, Inc. Wallen Residence `7 `/ W O p� k's 75-153 Merle Drive, Suite B Remodel/Addition kII Palm Desert, CA 92211 Norman Estates, PGA West. t - SOFTWARE FOR' WOOD DESfGN: Apr. 18, 2006 14:08 Beam #6 - Flush BM at Rear of.1st y Stor(ALT)' J` , «.�.. Design Check Calculation Sheet Ll-��l�%A'1 r • ' Sizer 2004aj LOADS ( lbs, psf, or pif) Load Type :.Distribution Design Value Magnitude Start End Location [ft] Start End Pat - 'tern Loadl Dead Partial Area 22.00(12.00)* 0.00 3.50 No, Load3 Dead Point 1225 3:50 No Load5 Dead Partial Area 22.00(10.00)* 3.50 '-6.00 No Load7 Dead Partial Area 15.00 (8.00)* X3.50 6:00 No w: Load8 Dead Partial Area 15.00 (9.00)* 3.50 6.00 No., Load10 Wind Point -1400 3.50 No *Tributary Width (ft) MAXIMUM REJ Y Dead 1451 Design Value 1963 Live fv = 54 Fv' = 256 fv/Fv' = 0:21 Total 1451 f, 1963 Bearing: 1t r' 1 LC number Len th 1.00 '.'-0:09 1.00 PSL, 2.OE, 2900Fb, 3-1/2x11-7/8" Self Weight of 12.99 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; r ' ' ' Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis. Value Design Value Analysis/Design Shear fv = 54 Fv' = 256 fv/Fv' = 0:21 Bending(+) fb =i 494 Fb' = 2613 fb/Fb' = 0.19. Dead Defl'n negligible - Live Defl'n 0.02 =:<L/999 0.204= L/360 :; '.'-0:09 Total Defl'n 0.00 = KL/999 0.30 = L/240 0.00 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu. Cr-i Cfrt .Ci Cn 'LC#'-'± , Fb'+ 2900 0.90 - 1.00 J.000. 1.00 - 1:00 1.00 - , 1 1 1 "..•fes Fv' 285 0.90 - 1.00 . -- - - '1.00 - 1.00 1 F Fcp' 750 - - 1.00 - - - , 1.00 E' 2.0 million - '1.00 - -k - 1.00, - 2 ' ..i a Bending(+): LC# 1'= D only, M =.' 3383 lbs -ft Shear LC# I = D only, V = 1963, V design-=. 1497 lbs Deflection: LC# 2 = .. 6D+:W EI= 977e06 lb -int _ F '?A Total Deflection = 1.00(Dead Load Deflection) + Live Load'Deflection. e (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)" (All LC's.are listed in the Analysis output) DESIGN NOTES: �. 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact, your] local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materials_ They can be changed in the database editorr. j 'Y COMPANY PROJECT R.F. Structural Consultants, Inca Wallen Residence Woo;dWorks: 75-153 Merle Drive, Suite B Remodel/Addition " Palm Desert, CA 92211 _ Norman Estates, PGA West= SOFTWARE FOR WOOD DESIGN Apr. 18, 2006 09:01 -. - ' _Beam #7-:- HDR at Left of 1st Story ' Design Check Calculation Sheet # + Sizer 2004a LOADS ( Ibs, psf, or plf) Load Type Distribution Magnitude-. Location [ft] Pat - _ ' 175 Total Start End Start End. tern Zoadl" Dead Full Area 15.00 (8.00)* _- No Load2 Dead Full Area. 22.00 (5.00)* 2 No Load3 Live Full Area 20.00.(5.00)* L/240 No *Tributary Width (ft) , MAXIMUM 0. 3,-6„ Dead _ 415;. Design 415 Live 175` _ ' 175 Total 590 ^ 590 Bearing: 1200- fb/Fb' = 0.19 ' Dead Defl'n _- - _ -.. LC number .2 0.00 <L/999 2 Length* 1.00 ° 1.00 Timber -soft, D.Fir-L, No. 1, 6x6" ., Self Weight of 7.19 pff automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC, t c Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: ,* , Criterion Anal sig Value Design Value AnalDesi n' shear Shear fv =° 22 Fv' = 170 f; 0:13 Bending(+) fb'=223 r Fb' = 1200- fb/Fb' = 0.19 ' Dead Defl'n 0.01 =i ,. ? Live Defl'n 0.00 <L/999 0.12 = -L/360• ::0.02 Total Defl'n 0.01 =<L/999 0.18 =. L/240 0.05 4' ADDITIONAL DATA: _ tY FACTORS: F CD CM [ Ct CL CF -Cfu Cr - •Cfrt Ci , Cn`-.•f LC# R ^ Fb'+ 1200 1.00 1:00 .1.00 1.000 1.000 `1.00 1:00 1.00' 1.00 - 2 Fv' 170 - 1_ _00 1.00 1:00 - - - . - - . 1.00 :1.00- :1.00. • 2 Fcp'• 625 - 1.00 1.00 - - - - 1.00 1.001- E' .00 E' 1. 6 .million 1.'00 1.00 1:00 1-.00 2 r • n -, E'er , Bending(+) : LC#2 = D+L . M 516 lbs -ft Shear LC# 2 = D+L :` V 590, V design'= 436,lbs Deflection: LC# 2 = D+L. ;EI 122eO6 lb -int Total Deflection 1.QO(Dead Load Deflection) + Live Load Deflection-.,, (D=dead L=live S=snow W=wind Z=impact C=construction.,CLd=concentrated)', - (All LC's are listed in the Analysis output)- 5 . DESIGN NOTES: ra 1. Please verify that the default deflection limits are'appropriate for your application. 2. Sawn lumber bending member's shall be laterally supported according to the provisions of NDS Clause 4.4.1. ' , ' 3 a- t . : ' `' } ,='' + : '°i ; f* { `Y• k .tri • { Yr.. 1 ' .4 ^c1 ' . y - t- a Jf { a. i . r . ~ c - x COMPANY PROJECT y /• R.F. Structural Consultants, -Inc. Wallen Residence Wood W 6 rks 75-153 Merle Drive, Suite B RemodeVAddition Palm Desert, CA 92211 Norman Estates, PGA West .SOmvARE wR'WOOD DESIGN Apr. 18, 2006 09:06 Beam #8 - HDR at Front of 1 st Story Design Check Calculation Sheet Sizer 2004a ,. - • e. LOADS ( lbs, psf; or plf Load Type Distribution Magnitude Start End Location [ft] Start End' Pat - tern Loadl Dead- Full Area 15.00 (8.00)* ., No Load2 Dead Full Area 15.00 (9.00)* Len th No Load3 Live Full Area 40.00 (9.00)* D+L,:M = 4516 lbs-ft4 No " Load4 Dead Full Area 15.00 (4.00)* L/360 No Loads Live Full Area. 60.00 (4.00)* L/240 No ' -Tr1DuLary wiaLn trL) MAXIMUM REACTIONS (It 0' r r. r. and BEARING LENGTHS (in) 6' 3„ Dead. Live 1015 1875 . • ' ,• 1015 1875 Total 2890 ,'... f t, 2890 Bearing Fv' = ., fv/Fv' _ 0.49'. LC number 2 = 1051• 2 Len th 1'00 ' ` r 1.00 i" 2" Timber -soft, D.Fir-L, No. 1&PxS"'- Self Weight of 9.8 plf automatically included in loads; J Lateral support: top= full, bottom= at supports; Load combinations: ICC4BC - Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: m Criterion Anal sis`Value Design value Analysis/Design Shear' fv = ;'84 Fv' = 170 fv/Fv' _ 0.49'. Bending(+) fb = 1051• Fb' = 1200 fb/Fb'`=. 0.88 -- Dead .Defl'n 0.04 = CL/999 Bending,(+): LC#.2 = D+L,:M = 4516 lbs-ft4 q Live Defl'n " 0.07 = <L/999y 0.21 = L/360 `:0.32 Total Defl'n 0.10 = 'L/730 0.31 = L/240 0.33 ADDITIONAL DATA: FACTORS: F ,.CD CM Ct - CL `.' CF Cfu Cr Cfrt .' Ci Cn •` LC# Fb'+ • 1200 1.00 1.00` 1.00 1.000 -1.000 1.00 1.00, .1.00 1.00 - 2•, FV. 170 1.00 1.00;, 1.00 - - - -' - 1.00-l'.00 1.00. 'r2, i` 'l •4 rt ;iy:' a ` `Fcp- 625 _ 1.00. 1.00 -1.00 1.00 -,1:00 E' 1.6 million 1.00 1.00 - - - - 1.00 -1 00 Bending,(+): LC#.2 = D+L,:M = 4516 lbs-ft4 q Shear LC# 2 = D+L,:V = 2890,: V design "2312 lbs Deflection: LC# 2=-D+L,; EI= 309e06 lb-int' Total Deflection = 1.00(bead Load'Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All'LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verity that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4:1. ;, COMPANY PROJECT ® R.F. Structural Consultants, Inc. Wallen Residence C 75-153 Merle Drive, Suite B Remodel/Addition ; . a o d Wo r ks . Palm Desert, CA 92211 Norman Estates, PGA West •G.W.o SOF7WAREFOR WOOD DESIGNApr. 18, 2006 09:17 Beam #9 - Flush Bm at Front of Deck Design Check Calculation Sheet r ' '. «^ •_ Sizer 2004a LOADS f Ibs, psf, or plf) *Tributary Width (ft), e nrx F s yFR N eC $AA j Py , r 1 „tis a Yc y"4k r g .4 FX t1- grt Y 4 iF+ ;-• l z ., -. y?` L h=" iS'-'(; x-•+ .:.n41'e 1 Load Type Distribution Magnitude -Location [ft] Pat; Live 990 = 990 Bending(+) Start End Start End tern T' ' Dead Defl'n Loadl Dead Fu11:Area 15.00 (4.00)* 1.00 1.00 - -, - - 1':00 vY:00 2,) No ' Load2. Live Ful Area 60.00 (4.00)* Total Defl'n No E F 1.00 Load3 Dead - Full Area 15.00 (2.00)* Deflection: LC# 2 = No *Tributary Width (ft), e nrx F s yFR N eC $AA j Py , r 1 „tis a Yc y"4k r g .4 FX t1- grt Y 4 iF+ ;-• l z ., -. y?` L h=" iS'-'(; x-•+ .:.n41'e 1 ' Timber -soft, D.Fir-L, No. 1, 6x8 Self Weight of 9.8 plf automatically included in loads;" .. M Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; _ Analysis vs, -Allowable Stress (psi) and Deflection (in) using NDS 2001: F " Dead 412 Desi n Value 412 FACTORS: F CD Shear Live 990 = 990 Bending(+) fb = ' 673 Total 1402 c. . , i«:, .1402 Dead Defl'n 0.03 = !<L/999 Bearing: E' 1.6 million 1.00 1.00 - -, - - 1':00 vY:00 2,) 2 ' LC number 2 u+ 1.00 Total Defl'n 0.11 = L/864 Length 1.00 Shear LC# 2 = D+L,:' V = 1402, V design = .4'.1189 lbs' ' Timber -soft, D.Fir-L, No. 1, 6x8 Self Weight of 9.8 plf automatically included in loads;" .. M Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; _ Analysis vs, -Allowable Stress (psi) and Deflection (in) using NDS 2001: F " Criterion AnalysisValue Desi n Value Analysis/Design FACTORS: F CD Shear 'fv = 43 Fv' = 170 fv/Fv' _: 0.25 - 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 2 '1.00 Bending(+) fb = ' 673 Fb'• = 1200 fb/Fb' = 0.56 f Dead Defl'n 0.03 = !<L/999 E' 1.6 million 1.00 1.00 - -, - - 1':00 vY:00 2,) Live Defl'n 0.08 _ <L/999 0.28 = L/360 0.29 Total Defl'n 0.11 = L/864 0.41 = L/240 0.28 Shear LC# 2 = ADDITIONAL DATA: ; .. ' FACTORS: F CD CMA C CL. ' CF Cfu Cr Cfrt Ci Cn LC# t Fb'+ 1200 1.00 - 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 2 '1.00 Fv' 170 1.00 1.00; 1.00 - .s - -_•, - 1.00 1.601 2 j Fcp' 625 - 1.00 1.00 - - - - 1.001.00 - - = E' 1.6 million 1.00 1.00 - -, - - 1':00 vY:00 2,) •- Bending (+) LC# 2 = D+L, M = '2891 lbs -ft Shear LC# 2 = D+L,:' V = 1402, V design = .4'.1189 lbs' Deflection: LC# 2 = D+LQ EI= 309e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection: (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)`,• Y (All LC's are listed in the Analysis output) 4: DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. -. - ...-j ... +• •o. '. e .. .. a '.. r4._ , $. o TYP. FLOOR JOIST TJ -Beam@ 6.20 serial Number. 7005115339 070055115 °` 11 7/$" TJI® 230 @ 16" o/c 2 /o User: 2 4/18/2006 9:29:04 AM O Pagel Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED a.. 1s• 1 ' Product Diagram is Conceptual. r LOADS: Analysis is for a Joist Member. ' Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing I Vertical Reactions (lbs) Detail Other Width Length Live/Dead/UpliftfTotal 1 Stud wall 3.50" 2.25" 480 /180 / 0 / 660 A3: Rim Board 1 Ply 1 1/4" x 117/8" 0.8E TJ -Strand Rim Board® 2 Stud wall 3.50" 2.25" 480 /180 / 0 / 660 A3: Rim Board 1 Ply 1 1/4" x 117/8" 0.8E TJ -Strand Rim Board® ' -See TJ SPECIFIER'S / BUILDERS1 GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Location ' Shear (Ibs) 645 -639 1655 Passed (39%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 645. 645 1157 Passed (56%) Bearing 2 under Floor loading Moment (Ft -Lbs) 2834 2834 4015 Passed (71%) MID Span 1 under Floor loading 'Live Load Defl (in) 0.338 0.440 Passed (U623) MID Span 1 under Floor loading Total Load Defl (in) 0.465 0.879 Passed (U453) MID Span 1 under Floor loading TJPro 36 30 Passed Span 1 '-Deflection Criteria: STANDARD(LL:,:U480,TL:L/240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ' TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of 'the deck has not been performed by the program. Comparison Value: 1.45 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will 'be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY] PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION. OPERATOR INFORMATION: WALLEN RESIDENCE ANTHONY LITECKY REMODEL/ADDITION R.F. STRUCTURAL CONSULTANTS, INC. 5515 MEDALLIST DRIVE 75-153 MERLE DRIVE LA QUINTA, CA SUITE B PALM DESERT, CA 92211 Phone: (760) 836-1000 ANTHONY@RFSTRUCTURAL.COM ' Copyright ® 2005 by Trus Joist, a Weyerhaeuser,Business - TJI® and TJ-Beam19 are registered trademarks of Trus Joist. e -I Joist",Pro" and TJ -Pro" are trademarks of Trus Joist. ?Ag r TYP. FLOOR JOIST lin- 111/8" TJI® 230 @ 16" o/c O :/OTJ Beamm 16.20 Serial N x User. 2 4/18/2006 9:29:04 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN ' Page Engine Version: 6.20.16 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary ,Load Group ' 17' 7.00" Max. Vertical Reaction Total (lbs) 660 660 Max. Vertical Reaction Live:(lbs) 480 480 'Selected Bearing Length (in): 2.25(W) 2.25(W) Max. Unbraced Length (in) 50 Loading on all spans, LDF = 0.90 , 1.0 Dead 'Shear at Support (lbs) 174 -174 Max Shear at Support (lbs) 176 7176 Member Reaction (lbs) 176 176 Support Reaction (lbs) 180 180 ' Moment (Ft -Lbs) 773 Loading on all spans, LDF =11.00 1.0 Dead + 1.0 Floor Shear at Support (lbs) 639 -639 - Max Shear at Support (lbs) 645 -645 Member Reaction (lbs) 645 645 Support Reaction (lbs) 660 660 Moment (Ft -Lbs) 2834 'Live Deflection (in) 0.338 Total. Deflection (in) q 0.465 PROJECT INFORMATION: OPERATOR INFORMATION: 'WALLEN RESIDENCE ANTHONY LITECKY REMODEL/ADDITION R.F. STRUCTURAL CONSULTANTS, INC. 5515 MEDALLIST DRIVE. 75-153 MERLE DRIVE LA QUINTA, CA SUITE B ' PALM DESERT; CA 92211 Phone: (760) 836-1000 ANTHONY@RFSTRUCTURAL.COM ' Copyright O 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam9 are registered trademarks of Trus Joist. - - e -I Joist",Pro- and TJ -Pro" are trademarks of Trus Joist. - _ Design Check Calculation Sheet ' ' Sizer 2004a LOADS ( lbs, Psf,'or plf,) . . Load Type Distribution Magnitude 'Location [ft] COMPANY PROJECT 320 ® `n / Wo 0'dO.r kJPalm Start End R.F. Structural Consultants, Inc. 75-153 Merle Drive, Suite B _ Wallen Residence / ` RemodeVAddition " V V Dead. , Desert, CA 92211 Norman Estates; PGA West .SOFTWAREFOP WOOD DESIGN -- Load2 Apr. 18, 200608:13 Typ. Deck.Joist 60.00 (16.0)* Design Check Calculation Sheet ' ' Sizer 2004a LOADS ( lbs, Psf,'or plf,) . . Load Type Distribution Magnitude 'Location [ft] Pat - ' ` 320 Total Start End Start End tern Loadl Dead. , Full Area 15.00 (16.0)* LC number No Load2 Live I Full Area 60.00 (16.0)* No --1"rl.VUL<1Ly w1Ul11 %1111 MAXIMUM REACTIONS n' BEARING LENGTHS (in) : 8. Dead 88 Design 88 Live 320 ' ` 320 Total 907 > ' 407 Bearing: _..2 Fb' = 1345 LC number Dead Defl'n 1 . 2 Length 1.00 1.00 ■E f Lumber -soft, D.Fir-L, No.2,x6'r L: S® ° g i Spaced at 16" c/c; Self Weight of 1.96 plf automatically included in loads; (2 SP %./r' Lateral support: top= full, bottom= at supports; Repetitive factor. applied where permitted (refer to online help); Load combinations:, ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: to _ ADDITIONAL DATA:. FACTORS: F CD CM Ct CL CF 'Cfu Cr Cfrt Ci Cn L, r Fb'+ 900 1.00 1.00 1.00 1.000` 1.300 '1.00 L 15 .1.00 1.00-- 2 Fv' 180 1.00 1.00 1.00 - - - t.- 1.00 1.00 ,1.00: Fcp' 625 .- 1.06 1.00 - - , _ - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - A - 1.00 .1.00 -) 2,% ' Z Bending(+)- LC# 2 = D+L, M = 815 lbs -ft rt Shear LC# 2 = D+L V = 407, V design = 361 lbs 0 Deflection: LC# 2 D+L EI= 33e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated).:' r (All LC's are listed in the Analysis output) 'V ' DESIGN, NOTES: 1, Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause'4.4.1 JL R <<n 3 4 Criterion Analysis Value Design Value Analysis/ esin Shear fv =! 66 Fv' = 180 fv/Fv' = 0.36 Bending(+)' fb ='1293 Fb' = 1345 fb/Fb: = 0;96 Dead Defl'n 0.06 = XL/999 Live Defl'n 0.22 =' L/433 0.2 .7 = L/360 0-,83, ' Total Defl'n 0.28 = L/340 `" 0.40 = L/240 0.71 }' 1_ ea N. COMPANY` PROJECT R.F. Structural Consultants, Inc. Wallen Residence, OOdW.:Works 75-153 Merle Drive, Suite B RemodeUAddition Palm Desert, CA 92211 Norman Estates, PGA est 14 4 . n { SOARE woonoesreN. Apr. 18, 2006 08:26 Typ. Roof Rafter r 77 Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or plf) Load Type Distribution Magnitude Location [ft] I Pat - Shear 107 Total Start End Start End tern Loadl Dead 'Full Area 22.00 (16:0)* LC number 'No Load2 Live ;Full Areae 20.00 (16.0)*. D+L,' M = 464 lbs -ft No ' '*Tributary Width (in)' MAXIMUM REACTIONS 0' and BEARING LENGTHS (in) : 8. Dead 125 ; 125 Live 107 Shear 107 Total 232 ., 232 Bearing: 2 736 2 LC number Len th 1.00 0.09 1.00 Lumber -soft, D.Fir-L, No.2, 2x6" Spaced at 16" cic; Self Weight of 1.96 plf automatically Included in loads; Lateral support: tap= full, bottom= at supports; Repetitive factor- applied where permitted (refer to online help); Load combinations: ICC -113C; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: 1 Criterion Analysis Value DesiSm Value Analsis/Desi n_' Shear fv =! 37 Fw' = 180 fv Fv' = 0.21 Bending(+)• fb 736 Fb' = 1345 fb/Fb' = 0.55 Dead Defl'n 0.09 ='<L/999 Bending(+): LC# 2 = D+L,' M = 464 lbs -ft a r Live Defl'n 0.07 =!<L/999 0.27 = L/360 0.28 . Total Defl'n 0.16 =: L/598 0.40 = L/240 0.40 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn` LC# Fb' + 900 1.00 1.00 1. 0 .00' 1.00 1.300 1.00 1.15 1.00 1. 00 - 2 ' Fv180 • 1.00 1.00 1.00 - • - - - l Ao 1.00 . 1.00 2 Fcp' 625 - 1.00 1.00 - - • - - 1.00 1.00 - - E' 1.6 million - 1.00 1.00 - - -. - 1.00 1.00 - 2 - .. c _ • .. Bending(+): LC# 2 = D+L,' M = 464 lbs -ft a r Shear LC# 2 = D+L,; V 232, V design'= 205•lbs Deflection:' LC# 2 = D+L EI= 33e06 lb -int r Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.' (.D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)-.: (All LC's are listed in the Analysis output) DESIGN NOTES: +' 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 •,l, .. .. - - - ~ - ` , i °. i1 ':u it a . .. - `., 4 •_ t • y .- .. 1 t R• i, ' ' is + , 1 COMPANY PROJECT R. F. STRUACTURAL CONSULTANTS INC Wded \./ o r kC JQ 75 -153 MERLE DR SUITE B ® Y Y V 1\PALM DESERT, CA 92111 f= sncnvAWfORWOOD an;rc,.e Oct. 2, 2006 15:41 1 "P Beam1 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or ptf ) Load Type Distribution Magnitude Location [ft] Pat - Shear 630 Total Start End Start. End tern Loadl Dead; Triangular 0.0 187.0 0.00 12.00, No Load2 Live: Triangular 0.0 170.0 0.00 12.00 No j MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 01 12' Dead 430 Value 809 Live 340 Shear 630 Total 770 180 1484 Bearing: fb °= 560 Fb' = 965 fb/Fb' = 0.58 Dead Defl'n 0.07 _ LC number 2 2 Length 1.00 <L/999 1.00 Lumber -soft, D.Fir-L, No.2, 4x12" Self Weight of 9.35 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; Analysis vs. Allowable `Stress (psi) and Deflection (in) usina NDS 2001 Criterion Anal sis Value Design Value Analysis/Design Shear fv = 44 Fv' = 180 fv/Fv' = 0.25 Bending(+) fb °= 560 Fb' = 965 fb/Fb' = 0.58 Dead Defl'n 0.07 _ <L/999 Live Defl'n 0.06 <L/999 0.40 = L/360 0'.15 Tota]. Defl'n 0.13 <L/999 0.60 = L/240 0.22 ADDITIONAL DATA: FACTORS: F CD CM Ct CL' CF Cfu Cr Cfrt -Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 0.975 1.100 1.00 1.00 1.00 1.00 -2 FIV, 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+): LC# 2 = D+L, M = 3445 lbs -ft Shear LC# 2 = D+L, V = 1484, V design = 1166 lbs Deflection: LC# 2 = D+L EI= 664e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed':in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. i COMPANY PROJECT Q R. F. STRUACTURAL CONSULTANTS INC WdodWrark C 75 LM D MERLE DR SUITE B J PALM DESERT, CA 92111 snvrwAwrs woos ncsrr„v Oct. 2, 2006 15:45 st Beam1 /1 Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf Load Type Distribution Magnitude Location [ft] Pat - Shear 680 Total Start End Start' End tern Loadl Live! Point 1360 8.50 No Load2 Dead; Point 1608 8.50 No i MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Ll D. 17' Dead 932 Value 932 Live 680 Shear 680 Total 1612 170 1612 Bearing: fb`= 1302 Fb' = 1326 fb/Fb' = 0.98 Dead Defl'n 0.28:= LC number 2 2 Length 1 1.00 L/945 1.00 Timber -soft, D.Fir-L, No. 1, 6x12" Self weight of 15.02 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; t Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis Value Design Value Analysis/Design Shear fvi= 38 Fv' = 170 fv/Fv' = 0.22 Bending(+) fb`= 1302 Fb' = 1326 fb/Fb' = 0.98 Dead Defl'n 0.28:= L/727 Live Defl'n 0.22;= L/945 0.57 = L/360 0.38 Total Defl'n 0.501:= L/411 0.85 = L/240 0.58 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1350 1.00 100 1.00 0.982 1.000 1'.00 1.00 1.00 1.00 - 2 Fv' 170 1.00 100 1.00 - - - - 1.00 1.00 1.00 2 ` Fcp' 625 - 1:00 1.00 - - - 1.00 1.00 - - E' 1.6 million 1;00 1.00 - - - 1.00 1.00 - 2 Bending(+): LC# 2 = D+L, ht = 13157 lbs -ft Shear LC# 2 = D+L, V = '1612, V design = 1597 lbs Deflection: LC# 2 = D+L EI= 1115e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D --dead L=live S=snow w=wind I=impact C=construction CLd=concentrated) (All LC's are liste8 in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 10 Mis al ti• , . iq jj`` 11 'plrpi . PIT a• "i .fir • .itL-1 .e ' Get • `ti til !i• ,7i .. - ° Y P • , , 'tip' -- ter•. a.:. `: ::::. a_: ,ae Jar g: : : <•:`: r::;; ` ::• ,.•,. I Firm Ina et. 1 i y i I ► SECTION #1 LONGITUDINAL 1 ST FLR HT = 9.001 FT 2ND FLR HT = 18.00 FT ROOF AVG HT = 21.00 FT WIND FORCE (701 MPH) = 19.49 PSF WIND LOAD ROOF =19.49 psf x (4.50 + 3.00 ft) = 146.18 PLF WIND LOAD 1 -FL =, 19.49 psf x (4.50 ft + 9.00 ft/2) = 175.41 PLF TOTAL WIND = 321.59 PLF SEISMIC ROOF: DL ROOF = 22 x 1118.00 = 396.00 DL EXT WALL = :15.00 x 2 x (18.00 - 13.50) = 135.00 DL INT WALL = 110.00 x 1 x (18.00 - 13.50) = 45.00 SEISMIC LOAD= ;0.175 x (396.00 + 135.00 + 45.00) = 100.80 PLF SEISMIC 1 -FL: DL FLOOR = 15.00 x 26.00 = 390.00 DL EXT WALL = 15.00 x (2 x (13.50-9.00/2) = 270.00 DL INT WALL =1 0.00 x (1 x (13.50-9.00/2) = 90.00 SEISMIC LOAD= ;0.175 x (390.00 + 270.00 + 90.00) = 131.25 PLF TOTAL SEISMIC LOAD = 232.05 PLF REDISTRIBUTE SHEAR: (100.80 plf x 18.00 ft) + (131.25 plf x 9.00 ft) = 2995.65 LBS SHEAR ROOF = 1100.80 plf x 18.00 ft x 232.05 plf/ 2995.65 lbs = 140.55 PLF SHEAR 1 -FL = 131.25 plf x 9.00 ft x 232.05 plf/ 2995.65 lbs = 91.50 PLF ROOF: WIND GOVERNS = 146.18 PLF 1 -FL: WIND GOVERNS = 321.59 PLF ROOF MAX. SHEAR = 146.18 plf x (17.00 ft)/(2 x 18.00 ft) = 69.03 PLF ROOF CHORD FORCE =146.18 plf x (17.00 ft**2)/(8 x 18.00 ft) =293.38 LBS USE (6) 16 D's PER TOP PLATE SPLICE 1 -FL MAX. SHEAR = 321.59 plf x (17.00 ft)/(2 x 26.00 ft) 105.14 PLF 1 -FL CHORD FORCE = 321.59 plf x (17.00 R* *2)/(8 x 26.00 ft) =.446.82 LBS USE (6) 16 D's PER TOP PLATE SPLICE. s SECTION #1 TRANSVERSE IST FLR HT = 9.00, FT 2 FLR HT = 18.00 FT ROOF AVG HT = 21.00 VT WIND FORCE (70 MPH) =19.49 PSF WIND LOAD ROOF = 19.49 psf x (4.50 + 3.00 ft) =146.18 PLF WIND LOAD 1 -FL = 19.49 psf x (4.50 ft + 9.00 ft/2) =175.41 PLF TOTAL WIND = 321.59 PLF SEISMIC ROOF: DL ROOF = 22 x 18.00 = 396.00 DL EXT WALL =115.00 x 2 x (18.00 - 13.50) =135.00 DL INT WALL = 10.00 x 1 x (18.00 - 13.50) = 45.00 SEISMIC LOAD=10.175 x (396.00 + 135.00 + 45.00) = 100.80 PLF SEISMIC 1 -FL: DL FLOOR =15.00 x 18.00 = 270.00 DL EXT WALL =;15.00 x (2 x (13.50-9.00/2) = 270.00 DL INT WALL = 10.00 x (1 x (13.50-9.00/2) = 90.00 SEISMIC LOAD 0.175 x (270.00 + 270.00 + 90.00) =110.25 PLF TOTAL SEISMIC; LOAD = 211.05 PLF REDISTRIBUTE SHEAR: (100.80 plf x 18.00 ft) + (110.25 plf x 9.00 ft) = 2806.65 LBS SHEAR ROOF = 100.80 plf x 18.00 ft x 211.05 plf/ 28,06.65 lbs =136.44 PLF SHEAR 1 -FL; = 110.25 plf x 9.00 ft x 211.05 plf/ 2806.65 lbs = 74.61 PLF ROOF: WIND GOVERNS = 146.18 PLF 1 -FL: WIND GOVERNS = 321.59 PLF i ROOF MAX. SHEAR = 146.18 plf x (18.00 ft)/(2 x 18.00 ft) = 73.09 PLF ROOF CHORD FORCE =146.18 plf x (18.00 ft**2)/(8 x 18.00 ft) 328.91 LBS USE (6) 16 D's PER TOP PLATE SPLICE 1 -FL MAX. SHEAR = 321.59 plf x (18.00 ft)/(2 x 18.00 ft) =160.80 PLF 1 -FL CHORD FORCE= 321.59 plf x (18.00 ft**2)/(8 x 18.00 ft) = 723.58 LBS USE (8) 16 D's PER TOP PLATE SPLICE. LATERAL ANALYSIS - SECTION #2 LONGITUDINAL ' PLATE HEIGHT 9.00 FT ROOF AVERAGE HEIGHT = 13.50 FT WIND FORCE (70 MPH) = 17.36 PSF i WIND LOAD =17.36 psf x (13.50 ft -9.00ft/2) x (0.8/1.3) = 96.15 PLF (wind inward only) SEISMIC LOAD--' 0.175 x ((22.00 x 15.00)+(15.00 x 2 x 4.50)+(10.00 x 1 x 4.50)) SEISMIC LOAD= 89.25 PLF i WIND GOVERNS = 96.15 PLF MAX. SHEAR = 96.15 plf x (19.00 ft)/(2 x 15.00 ft) = 60.90 PLF CHORD FORCE 96.15 plf x (19.00 ft* *2)/(8 x 15.00 ft) = 289.25 LBS USE (6) 16 D's PER TOP PLATE SPLICE. SECTION #2 TRANSVERSE PLATE HEIGHT 9.00 FT ROOF AVERAGE HEIGHT 12.00 FT ' WIND FORCE (70 MPH) = 17.36 PSF i WIND LOAD = 17.36 psf x (12.00 ft-9.00ft/2) x (0.8/1.3).= 80.12'PLF (wind inward only) , 1 SEISMIC LOAD= 0.175 x ((22.00 x 18.00)+(15.00 x 2 x 4.50)+(10.00 x 1 x 4.50)) SEISMIC LOAD= 100.80 PLF SEISMIC GOVERNS =100.80 PLF MAX. SHEAR = 100.80 plf x (15.00 ft)/(2 x 18.00 ft) = 42.00 PLF CHORD FORCE 100.80 plf x (15.00 ft* *2)/(8 x 18.00 ft) = 157.50 LBS _ USE (6) 16 D's PER TOP PLATE SPLICE.. LATERAL ANALYSIS a ' SHEAR WALL #1 LEFT WALL OF 2ND STORY TOTAL LOAD = 146.18 plfx (18.00 ft/2) = 1315.62 LBS ' SHEAR WALL LENGTH =17.50 FT SHEAR WALL = 1315.62 lbs/l7.50 ft = 75.18 PLF USE SHEAR WALL TYPE 10 WITH 16D's AT 4" O/C SILL PLATE NAILING. ' MAX. DRAG LOAD = 56.29 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = -740.23 LBS NO UPLIFT, NO HOLDOWNS REQUIRED. SHEAR WALL #2 RIGHT WALL OF 2ND STORY TOTAL LOAD = 146.18 plf x (18.00 ft/2) =1315.62 LBS SHEAR WALL LENGTH = (17.50 - 11.25) = 6.25 FT (around window) SHEAR WALL = 1315.62 lbs/6.25 ft = 210.50 PLF USE SHEAR WALL TYPE 10 WITH 16D's AT 4" O/C SILL PLATE NAILING. MAX. DRAG LOAD = 458.59 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 1454.00 LBS USE (1) SIMPSON CS16 STRAP TO HOLD DOWN EACH END. SHEAR WALL #3 FRONT WALL OF 2ND STORY TOTAL LOAD = 146.18 plf x (18.00 ft/2) = 1315.62 LBS ; SHEAR WALL LENGTH = 3.50 + 3.50 = 7.00 FT - ' SHEAR WALL = 1315.62 lbs/7.00 ft =187.95 PLF USE SHEAR WALL TYPE 10 WITH 16D's AT 4" O/C SILL PLATE NAILING. MAX. DRAG LOAD = 425.63 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 1229.43 LBS USE (1) SIlvIPSON CS 16 STRAP TO HOLD DOWN EACH END. SHEAR WALL #4 REAR WALL OF 2ND STORY TOTAL LOAD = 146.18 plf x (18.00 ft/2) = 1315.62 LBS - SHEAR WALL LENGTH = (17.00 - 10.50) = 6.50 FT (around window) SHEAR WALL = 1315.62 lbs/6.50 ft = 202.40 PLF USE SHEAR WAIL TYPE 10 WITH 16D's AT 4" O/C SILL PLATE NAILING. MAX. DRAG LOAD = 476.25 LBS. USE (6)` 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 1389.20 LBS ' USE (1) SIlOPSON CS 16 STRAP TO HOLD DOWN EACH END. i t t LATERAL ANALYSIS 1 SHEAR WALL #5 RIGHT WALL OF 1sT STORY TOTAL LOAD (seismic) = 232.05 plf x (18.00 ft/2) + 89.25 plf'x (18.00 ft/2) = 2891.70 LBS ' TOTAL LOAD (wind) = 321.59 plf x (18.00 ft/2) = 2894.31 LBS 4 GOVERNS SHEAR WALL LENGTH = 7.50 + 8.00 = 15.50 FT SHEAR WALL =12894.31 lbs/15:50 ft = 186.73 PLF ' USE SHEAR WAiLL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C. MAX. DRAG LOAD = 578.86 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 1343.07 + 1454.00 = 2797.07 LBS ' USE SIMPSON HPAHD22 TO HOLD DOWN EACH END, USE HTT22 AT CORNER. SHEAR WALL #6 LEFT WALL OF IST STORY TOTAL LOAD (seismic)= 232.05 plf x (18.00 ft/2) + 89.25 plf Y. (18.00 ft/2) = 2891.70 LBS TOTAL LOAD (wind) = 321.59 plf x (18.00 ft/2) = 2894.31 LBS 4 GOVERNS SHEAR WALL LENGTH = 10.50 + 7.50 = 18.00 FT SHEAR WALL =12894.31 lbs/18.00 ft = 160.80 PLF USE SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C. MAX. DRAG LOAD = 578.86 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 1109.70 LBS USE SI10PSON HPAHD22 TO HOLD DOWN EACH END. SHEAR WALL #7 REAR WALL OF BATHROOM TOTAL LOAD = ;100.80 plf x (15.00 ft/2) = 756.00 LBS SHEAR WALL LENGTH = 5.50 FT SHEAR WALL =1,756.00 lbs/5.50 ft =137.45 PLF USE SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C. MAX. DRAG LOAD = 517.26 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 606.38 LBS USE SIMPSON HPAHD22 TO HOLD DOWN EACH END, USE HTT22 AT CORNER, SHEAR WALL #8 REAR WALL OF 1ST STORY TOTAL LOAD =;321.59 plf x (18.00 ft/2) + 80.12 plf x (15.00 ft/2) = 3495.21 LBS SHEAR WALL LENGTH = 10.25 FT SHEAR WALL =13495.21 lbs/10.25 ft = 341.00 PLF i USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL. MAX. DRAG LOAD 1747.61 LBS. USE (14) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 2146.50 + 1454.00 = 3600.50 LBS USE SHAPSON HTT22 TO HOLD DOWN EACH END, USE HPA35 AT INTERIOR. LATERAL ANALYSIS ' SHEAR WALL #9 FRONT WALL OF IST STORY TOTAL LOAD = 321.59 plf x (26.00 ft/2) = 4180.67 LBS ' SHEAR WALL LENGTH = 4.00 + 4.00 = 8.00 FT SHEAR WALL= !4180.67 lbs/8.00 ft = 522.58 PLF USE SHEAR WALL TYPE 13 WITH 5/8" x 12" A.B. AT 8" O/C WITH 2x SILL. MAX. DRAG LOAD = 1106.66 LBS. USE (12) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 4273.22 + 1454.00 = 5727.22 LBS USE SIMPSON HD8A TO HOLD DOWN EACH END. SHEAR WALL #10 FRONT OF DECK TOTAL LOAD = 321.59 plf x (8.00 ft/2) = 1286.36 LBS USE HARDY FRAME PANEL, USE (1) HF 9 x 18-7/8: TOTAL CAPACITY = 2132 LBS MAX. DRAG LOAD = 1047.85 LBS. USE (10) 16D'S PER TOP PLATE SPLICE. USE (2) #5 BARSI TOP AND BOTTOM 5 FT PAST HARDY FRAME PANEL EACH WAY. 1 j 1 i To specify your title block on ` Title : these five lines, use the SETTINGS Dsgnr: main,menu selection, choose the Description Printing & Title Block tab, and ent scope your title block information. LRev: 550100 user. KW-06048sa, ver 5.5.0, 25 ep-2oot Combined Footing Design (c)1983-2001 SNE Engineering Software Description footing at shear wall # 9 General Information;, Calculations are designed to ACI 3185 and 1997 UBC Requirements Allow Soil Bearing 1,500.0 psf fc 2,500.0 psi Seismic Zone i• 4 Fy 400,000.0 psi Live Load I Concrete Wt 145.0 pcf Min As Pct 0.0014 Short Term Increase] 1.33 Distance to CL of Rebar 3.50 in k - Overburden 0.00 psf Live & Short Term Load Combined Dimensions Dead Load Footing Size... k -ft Column Support Pedestal Sizes Live Load Distance Left 10.00 ft #1 : Square Dimension 0.00 in Dist. Betwn Cols 4.00 ft ...Height 0.00 in ' Distance Right 10.00 ft #2: Square Dimension 0.00 in Footing Length 24.00 ft ...Height 0.00 in Width 1.25 ft Thickness 18.00 in vertical Loads... 1 0 Left Column 0 Right Column Dead Load 0.010 k k Live Load I k k Short Term Load k k - ,Applied Moments.. Dead Load k -ft k -ft Live Load k -ft k -ft Short Term Load 51.500 k -ft k -ft ' Summary Footing Design OK Length = 24.QOft, Width = 1.25ft, Thickness = 18.00in, Dist. Left = 10.00ft, Btwn. = 4.00ft, Dist. Right = 10.00ft Maximum SoiljPressure 845.46 psf Allowable :. 1,995.00 psf Steel Req'd @ Lef 0.244 in2/ft Max Shear Stress 23.16 psi Steel Req'd @ Cente in2/ft Allowable 85.00 psi Steel Req'd @ Righ 0.244 in2/ft Min. Overturning Stabili- 1.523:1 Soil Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead +Live 218.0 1,500.0 psf Eq. 9-1 305.2 psf 0.003 ft Dead+Live+Short Term ! 0.0 1,995.0 psf Eq. 9-2 0.0 psf 7.878 ft Soil Pressure@Right End Eq. 9-3 0.0 psf Dead + Live 1 217.7 1,500.0 psf Eq. 9-1 304.7 psf -0.003 ft Dead+Live+Short Term; 845.5 1,995.0 psf Eq. 9-.2 1,183.6 psf 7.878 ft Stability Ratio 1.5 :4 Eq. 9-3 760.9 psf r , i f i . To specify your title block on Title: Job # •- these five lines, use the SETTINGS. Dsgnr: Date: 3:59PM, 2 OCT 05 Description main menu selection, choose the Printing 8r Title Block tab, and ent Scope ' your title block information. Rev: 550100 User. KW70604868, Ver 5.5.0, 25-Sep-2001 Combined Footing Design Page 2 (c)1983.2001 ENERCALC Engineering Software Description footing at shear wall # 9 ' moment & Shear Summary (values for moment are given per unit width of looting) Moments... ACI 9-1 ACI 9-2 ACI 9-3 Mu @Col #1 0.03 k-ft/ft -15.22 k-ft/ft -9.79 k-ft/ft Mu. Btwn Cols 0.03 k-ft/ft 42.46 k-ft/ft 47.89 k-ft%ft ' Mu @Col #2 0.01 k-ft/ft 28.01 k-ft/ft 18.00 k-ft/ft One Way Shears... 1 Vn : Allow' 0.85 I 85.000 psi 85.000 psi 85.000 psi ' Vu @ Col #1 0.031 psi 15.385 psi 9.891 psi Vu Btwn Cols ? 0.000 psi 0.000 psi 0.000 psi Vu @ Col #2 0.016 psi 23.163 psi 14.890 psi Two Way Shears... I ' Vn :Allow.0. 85 170.000 psi 170.000 psi 170.000 psi Vu @ Col #1 0.016 psi 0.545 psi 0.353 psi Vu @ Col #2 0.001 psi 0.595 psi 0.383 psi Reinforcing(va/uesgiven per unit width offuoffng) @ Left Edge of Col #1 Between Columns @ Right Edge of Col #2 ( Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd l ACI 9-1 0.17 psi 0.244 in2/ft 0.17 psi 0.244 OM 0.08 psi 0.244in2tft ACI 9-2 80 46psi -0.244in2/ft 224.36 psi 0.244in2lft 148.00psi 0.244in2/ft ' ACI 9-3 51172 psi -0.244in2/ft 253.10 psi ft#.### in2tft , 95.14psi 0.244in2/ft ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 1.4" Factor 1.400 ' ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-0 Short Term Factor 1.300 ' ....seismic = ST1.100 i I ; t i S' R.F. STRUCTURAL CONSULTANTS, INC. Title: 75-153 MERLE DRIVE i Dsgnr: SUITE 13Description i PALM DESERT, CA 92211 Scope, 760-836-1000 Rev: 550100 o- Combined Footing Design User. KW -0604868, Ver 5.5.0, 25Se 2001 (c)1983-2001 ENERCALC Engineering Software. Description TYP FOOTING AT HARDY FRAME PANEL Job # Date: 1:07PM, 18 APR 06 ) Page 1 General Information j Allowable Calculations are designed to ACI 318-95 and. 1997 UBC Requirements Allow Soil Bearing 1,500.0 psf fc 3,000,0 psi 1,500.0 psf Seismic Zone 4 Fy 60,000.0 psi 0.0 Concrete Wt 145.0 pcf Min As Pct 0.0014 3.096 ft Short Term Increase i 1.33 Distance to CL of Rebar 3.50 in 0.0 psf Overburden ' 0.00 psf Live & Short Term Load Combined Eq. 9-1 Dimensions 0.000 ft 1,298.2 1,995.0 psf Footing Size... i 1,817.4 psf Column Support Pedestal Sizes 1.9 :1 Distance Left ! 5.00 ft #1 : Square Dimension 0.00 in Dist. Betwn Cols 1.50 ft ...Height 0.00 in Distance Right i 5.00 ft #2: Square Dimension 0.00 in Footing Length i 11.50 ft ...Height 0.00 in Width i 1.50 ft 18.00 in Thickness Vertical Loads... Dead Load Live Load Short Term Load Applied Moments, Dead Load Live Load i Short Term Load Coil Left Column (cb Right Column 1.000 k 1.000 k 1.000 k 1.000 k k k k -ft k -ft k -ft k -ft 12.000 k -ft 12.000 k -ft Summary Footing Design OK Length = 11.50ft, Width = 1.50ft, Thickness = 18.00in, Dist. Left = 5.00ft, Btwn. = 1.50ft, Dist. Right = 5.00ft Maximum Soil Pressure 1,298.16 psf Allowable 1 1,995.00 psf Steel Req'd @ Lef 0.244 in2fft Max Shear Stres: 23.54 psi Steel Req'd @ Cente 0.244 in2fft Allowable 93.11 psi Steel Req'd @ Righ 0.293 in2fft Min. Overtuming Stabilit 1.857:1 Soil Pressures Soil Pressure @ Left i Dead + Live _ Dead+Live+Short Tenn' Soil Pressure @ Right End Dead + Live Dead+Live+Short Tem t Stability Ratio t I Actual Allowable ACI Factored Eccentricity 449.4 1,500.0 psf Eq. 9-1 663.9 psf 0.000 ft 0.0 1,995.0 psf Eq. 9-2 0,0 psf 3.096 ft Eq. 9-3 0.0 psf 449.4 1,500,0 psf Eq. 9-1 663.9 psf 0.000 ft 1,298.2 1,995.0 psf Eq. 9-2 1,817.4 psf 3.096 It 1.9 :1 Eq. 9-3 866.9 psf R.F. STRUCTURAL CONSULTANTS, INC. Title : ' Job # 75-153 MERLE DRIVE � � Dsg6r: Date: 1:07PM, 18 APR 06 i Description : SUITE•B Y PALM DESERT, CA 92211 Scope 760-836-1000 Rev: 550100 User. KW-M04W8, Ver 5.5.0, 25 -Sep -2001 Combined Footing Design Page 2 (c)1983-2001 ENERCALC Engineering Sohware Description TYP. FOOTING AT HARDY FRAME PANEL Moment & Shear Summary ( values for moment are given per unit width of footing) Moments... ACI 9-1 ACI 9-2 ACI 9-3 Mu @ Col #1 ! 4.49 k-ft/ft -3.69 k -f tft -2.39 k-ft/ft Mu Btwn Cols 4.49 k-ft/ft 7.51 k-ft/ft 8.81 k-ft/ft Mu @ Col #2 4.49 k-ftt t 14.16 k-ft/ft 6.12 k-ft/ft One Way Shears... Vn : Allow' 0.85 93.113 psi 93.113 psi 93.113 psi Vu @Col #1 7.832 psi 6.593 psi 4.246 psi Vu Btwn Cols ! 0.000 psi 0.000 psi 0.000 psi Vu @ Col #2 7.832 psi 23.538 psi 10.127 psi Two Way Shears... Vn : Allow0.85 1 186.226 psi 186.226 psi 186.226 psi Vu @ Col #1 3.062 psi 3.279 psi 1.254 psi Vu @ Col #2 3.062 psi 1.933 psi 0.492 psi Reinforcing ( values given per unit width of footing) Left Edge of Col #1 Between Columns a@ Right Edge of Col #2 IRu/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd ACI 9-1 23.74 psi 0.244 in2lft 23.74 psi 0.244 in2/ft 23.74 psi .0.244 in2/ft ACI 9-2 19.;49 psi -0.244 in2/ft 39.70 psi 0.244 in2/ft 74.81 psi 0.293 in2/ft ACI 9-3 12.63 psi -0.244 in2/ft 46.56 psi 0.244 in2/ft 32.35psi 0.244 in2/ft ACI Factors (per ACI, applied intemally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 1.4" Factor 1.400 ACI 9-1 & 9-2 LL i 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST i 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST' : ;. 1.100 - j l ' i. i I } a i i i ' R.F. STRUCTURAL CONSULTANTS, INC. Title: Job # 75-153 MERLE DRIVE Dsgnr: Date: 8:32AM, 19 APR 06 E Description SUITE B ' PALM DESERT, CA 92211 Scope: 760-836-1000 Rev: -550100 User. 550100 868, Ver 5.5.0, 25 Sep20o, Pole Embedment in Soil Page 1 (C),90-2001 ENERCALC Engineering Software ' Description TYPE. FLAG POLE FOOTING AT TRELLIS STEEL ANGLE i i Generai Information Allow Passive 250.00 pcf Applied Loads... Max Passive ; 1,500.00 Psf Point Load 500.00 lbs Load duration factor 1.330 distance from base 8.500 ft ' Pole is Rectangular Width 36.000 in Distributed Load 0.00 #A No Surface Restraint': distance to top 3.000 ft distance to bottom 0.000 ft Summary Moments @ Surface...' Point load i 4,250.00 ft-# Total Moment 4,250.00 ft - Distributed load 0.00 Total Lateral 500.00 lbs Without Surface Restraint.. ' Required Depth 3.125 It Press @ 1/3 Embed.. Actual 350.97 psf ' Allowable i 346.33 psf i C I I r i i i f FF. TOB lTC :y 2 PLAN: ,rDATE: -'/ 7. I-UUNUA I lUN ANALY514 i ' (SB) SOIL BEARING = 500 PS P } 'PO BE•CONFIRMED PRIOR TO CONSTRUCTION CONFIRMED BY SOILS REPORT CONTINOU5- FO -DUNG CcD TYP ' LOADS TO FOCMN - P x ROOF i = oP 'i FLOOR CONCREi SELF WEIGHT = 3c C TV -q , TOTAL PLF (vy) WIDTHIREQUIRED o USE—). - I WIDE X -KDEEP CONTINUOUS F001ING @X STORY PORTIONS ALOW- ABLE P INT LOAD ON QQNTINUOUS F00ING - PMAX=3xSxW I6ao x 6,;? A/ ... a 144 POST ' P MAX @ ( RY) –% 1 r r P ' P ALLOWABLE = P MAX Tam (S/12) • - • :• • . 0 0 . I • P N CO 5-O S-40 AT 1 STORY _ i S-52 AT 2 STORY I • j • i JOB NC ' PLAN; . a5' ' DATE: . ;. W-UNUAI JON ANALY51i f . ; B) SOIL BEARING = I. ® '• PSF (S !)< TO BE -CONFIRMED PRIOR TO CONSTRUCTION ' CONFIRMED BY SOILS REPORT CONTINOU5. FOO M*-@- i , LOADS TO FOOTING_ q9 pl-F ROOF cl/ ' WALL _ . S p x FLOOR _ © x - L CONCREI£ SELF WEIGHT ! TOTAL = 6 PLF (W) WIDTH;REQUIRFD USE_/ ,R WIDE X DEEP CONTINUOUS FOOTING @ 1- STORY PORTIONS -A BdE POINT LOAD ON QQ NUOUS FO UNG P MAX/ - 144 ° POST ' P MAX @ ( 1=STORY) - ' P ALLOWABLE = P MAX TOTAL (S/12) :: • , CIO 5'-O S-40 AT t STORY _ S-52 AT 2 STORY i i I + 4 1 j zyy PAD DESIGN iBM #1 + BM #4 + IBM #6 = 7000 LBS USE 2'-6" SQ. x 12 DEEP PAD WITH (3) #4 BARS EACH WAY iBM #3 = 1250 LBS USE 3'-0" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY 1 BM #5 = 4000 LBS USE 2'-6" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY BM #7 = 15300.001 LBS USE 4'-0" SQ. x 12" DEEP PAD WITH (4) #4 BARS EACH WAY i' TYP. PAD AT TRELLIS = 1500 LBS USE 3'-0" SQ. x 3'; 0" DEEP FLAG POLE FOOTING 1 1 1 i i