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2011 RemodelCITY OF LA QUINTA SUB -CONTRACTOR LIST NP JOB ADDRESS -53 ^�'�® Llnvztva U,a��l��-� PERMIT NUMBER OWNER G- C_26 h��r �� BUILDER This form shall be posted on the job with the Building Inspection Card at all times in a conspicuous place. 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 work and/or the voidance of building permit. vor eacn appiicaDle traae, all mtormation requested below must be completed by applicant. "Un File" is not an acceptable response. ( Trade../ ClasscaUor►. C n _:. ; . ,:,,....o..t(actor: .:.. ..... ...:,..... State.Contractors.L�cense I Workers Com ensawon Insurance. p.. ,; Cit:.8usines cense r � ........_ . Company Name Classification . License Number Exp. Date Carrier Name Policy Number Exp. Date License Number Exp. Date .:SHEET:META (C3) (e.g. A, B, C-8) (xxxxxx) (xx/xxlxxl (e.g. State Fund, CalComp) (Format Varies) (xx/xx/xx) (xxxx) (xx/xx/xx) .W.O.RK CAffvL-EARTH �T'% ( b <�133`�-1 9 30 0, C� �'R�s� CAS P C'_-4u_'-kg77 s 7 C -4/6,s4 -1y > 'l Q LAMPSCAPIN.C. tC:27►_ CONCRETE (C=8) FRAMING :(C 5) �" c.&_6 6 STRUCT._STEEL (C 51) MASONRY (C-2' .' PLU:MBING.(C LATH, PLASTER (G QRYiNALL (C 91 HNA- (C-20)' ELECTRICAL ROOFING (C 3. . .:SHEET:META (C3) FLOORING C 153: C 0 P CC-,7q 615 GLAZING (G-1 INSULATION (C 2I SEWAGE DISP (C .2) PAINTING (C -3.3i'... ; C��0,2 CERAMIC TILE (C=541 CABINETS .(C-6) FENCING (C=13) LAMPSCAPIN.C. tC:27►_ .POOL. (C.531: CXgI bq(iC-A0I1 %=- ) '0 i-. `. 7 ' . % r n T tL4 g o/ . T4hf 4 4' a" P.O. BOX 1504 LA QUINTA, CALIFORNIA 92247-1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT PROPERTY OWNER'S PACKAGE (7 60) 777-701: FAX (760) 777-701' Disclosures & Forms for Owner -Builders Applying for Construction Permits MPOR NOTICE TO PROPERTY OWNER 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 at We are providing you with an Owner -Builder Acknowledgment and Information Verification Form to make you aware of your responsibilities and possible risk you may incur by having this permit issued in your name as the Owner -Builder. We will not issue a building permit until you have read, initialed your understanding of each provision. signed, and returned this form to us at our official address indicated. An agent of the owner cannot execute this notice unless you, the property owner, obtain the prior approval of the permitting authority. Q`A�S ACKNQWLEDGMENT AND VERIFICATION OF INFOR AMN DfRECTIONS: Read and initial each statement below to signify you understand or verify this information. 1. I understand a frequent practice of unlicensed persons is to have the property owner obtain an "Owner-Buildef' building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, :s an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed persca and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. 2. I understand building permits are not required to be signed by property Yowners unless they are responsible for tae construction and are not hiring a licensed Contractor to assume this responsibility. I understand as an "Owner -Builder" I am the responsible party of record on the permit. I understand that I may protxt tt f from potential financial risk by hiring a licensed Contractor and having the permit filed in his or her name instead of ny 0 4. 1 understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on pe its and contracts. S. I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value of my construction is at least five hundred dollars ($500) including labor and materials, I may be considered an "emplojer" un 'state and federal law. IV 6. I understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand,my'failure to abide by these laws may subject me to serious frnaicial risk. - 7. I understand under California Contractors' State License -Law, J- Owner- Builder who builds single-family residential aures cannot legally build them with the intent to offer themJfor ,sale;' unless all"work is performed by licensed xq! F;..lJ L, -�r.f � it subcontractors and the number of structures does not exceed fourI within any4calendaryear, .or All -of the work is perfctmed under contract with a licensed general building Contractor. r 8. 1 understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held liable for any nand' ci I or per iryvries sustained by any subsequent owner(s) that result from any latent construction defects in the o unship or materials. W9. I understand 1 may obtain more information regarding my obligations as an "employer, from the Intermit Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Divisio of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (SLB) at 1- 800 21-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. 10. 1 am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following address: 11. I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all ap li ble laws and requirements that govern Owner -Builders as well as employers. 12. 1 agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information l have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractors' State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil coral It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property; you may be held liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contractors, you will be responsible for verifying whether or not those Contractors are properly licensed and the status of their workers' compensation insurance coverage. Before a building permit can be issued, this form must be completed and signed by the property owner and returned to the agency responsible for issuing the.permit. Note: A copy of the property owner's driver's littnse; form notarz0atAvn; ar other veriftcation acceptable to the agency is required to be presented when the permit is issued to verify the property owner's signature. n — . Signature of property owner Note: The following Authorization Form is required to be completed by the property owner only when designating an agent of the property owner to apply for a construction permit for the Owner -Builder. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as. my agent(s) to apply for, sign, and file the documents necessary to obtain au Owner -Builder Permit for my project. 1 Scope of Construction Project (or Description of Work): c-, -f.5 - Project Location or Address: 53 — S 3 0 oQrO e 7,j i t) /-k- 0�;E�.0 Name of Authorized Agent: CrIS,e,2 G�, STzT Tel No 5!!Ji Address of Authorized Agent: (Q 7Z(p gJt�c�tS Z\ PaCs��'�'� 7-5 3 7 1 declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Note: A copy of the owner's driver's license, form notarization, or other verification acceptable to the agency isrequired o be presented when the rmit is issued to verify the property owner's signature. Property Owner's Signature: Date: 49 ^IJ S �l Liffe Stated iDie.v�� County of � cue. K s env, OFFICIAL SEAL YVON N E M LAGAN Subscribed and sworn/affirmed to before me this_ -day of AV cL_ NOTARY PUBLIC -OREGON COMMISSION NO.4452301U�L,by d1 A , MY COMMISSION EXPIRES JANUARY 21, 2014 Notary Public 8. t understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held liable for any nancial or personal injuries sustained by any subsequent owners) that result from any latent construction defects in the W9.1 anship or materials. understand I may obtain more information regarding my obligations as an.."empioyee, from the Intenutl Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSL;B) at 1- r1lol -CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. . I am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity it the following address: _11. 1 agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all appli ble laws and requirements that govern Owner -Builders as well as employers. i l2. I agree to notify the issuer of this form immediately of any additions, deletions, or changesto any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract witL someone who does not have a license, the Contractors' State License Board may be unable to assist you with any financial los.- you ossyou may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while woridng on your property; you may be held liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contractor-,, you will be responsible for verifying whether or not those Contractors are properly licensed and the status of their woticer-,' compensation insurance coverage. Before a building permit can be issued, this form must be completed and signed by the property owner and returned to the agency responsible for issuing.tke.permiL Note: A copy of the property owner's driver's lam, for"' notar�ta6ion, or other verification acceptable to the agency is required to be presented when the permit is issued to venfY the propeny owner's signature. lei Signature of property owner Date: Note: The following Authorization Form is required to be completed by the property owner only when designatirg an agent of the property owner to apply for a construction permit for the Owner -Builder. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice to Property Owner; the execution of which 1 understand, is my personal responsibility, 1 hereby author.ze the following person(s) to act as. my agents) to apply for, sign, and file the documents necessary to obtain an Owner -Builder Permit for my project. ��i o� �� Scope of Construction`Project (or Description of Work): C-orl P I�`[� Project Location or Address: 5 3 -- 3 ea -N.1 t) (:k- 13 &LL E T O Name of Authorized Agent: GrJN�� i� L--c'-M g S -x_ --T Tel No 5 Address of Authorized Agent: ('0 eZ(p -19,7-5 gni acs$ r tip z� �E7C-rJ � 3 7 I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the abov information and certify its accuraey.,Note: A copy of the owner's driver's license, form notarization, or other verification. acceptable to the agency is required o be presented when the rmit is issued to verify the property owner's signature. Property Owner's Signature: P �Date:41�_ I> S /l State of i 2r �.v^tel OFFICIAL SEAL YVONNE M LOGAN Subscribed and sworn/affirmed to before me this_.1—day otA •NOTARY PUBLIC-0REGON COMMISSION NO. 445230 20 1 L by29M -I MY COMMISSION DFRES JANUARY 21, 2014 Notary Public BUILDING ENERGY ANALYSIS REPORT PROJECT: Roseanne McLaren -Huntley Residence 53-530 Avenida Vallejo La Quinta, CA 92253 Project Designer: South West Concepts 78-115 Calle Estado La Quinta, CA 92253 (760) 564-4707 Report Prepared by: Tim Scott • Scott Design and Title 24, Inc, 77-085 Michigan Drive Palm Desert, Ca 92211 (760) 200-4780 SEP 07 2011 Job Number: Date: 9/6/2011 014h - Ifff CITY OF LA QUANTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE Itlifil 4%N B The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2.008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. EnerovPro 5.1 by EnergvSoft User Number: 6712 RunCode: 2011-09-06712:29:46 ID: F -J 0 C PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name Roseanne McLaren -Huntley Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 9/6/2011 Project Address 53-530 Avenida Vallejo La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 1,471 Addition 366 # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST ❑ Yes ❑ No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of 5 of this form. ❑ Yes ❑ No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity (ft) Features see Part 2 of 5 Status Roof Wood Framed Attic R-38 1,105 Altered Wall Wood Framed R-13 1,381 Existing Door Opaque Door None 20 Existing Slab Unheated Slab -on -Grade None 1,105 Perim = 207' Existing Roof Wood Framed Attic R-38 366 New Wall Wood Framed R-21 370 New Slab Unheated Slab -on -Grade None 366 Perim = 47' New FENESTRATION U- Exterior Orientation Area(ft) Factor SHGC Overhang Sidefins Shades Status Rear (N) 95.2 0.510 0.39 6.0 none Bug Screen Altered Rear (NE) 10.0 0.510 0.39 none none Bug Screen New Right (E) 20.0 0.510 0.39 none none Bug Screen New Right (E) 28.0 0.510 0.39 none none Bug Screen Altered Front (S) 52.0 0.510 0.39 none none Bug Screen Altered Front (S) 72.0 0.510 0.39 none none Bug Screen New Left (IM 33.3 0.510 0.39 none none Bug Screen Altered Left (1M 4.0 0.510 0.39 none none Bug Screen New HVAC SYSTEMS Ot . Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Split Heat Pump 8.20 HSPF Split Heat Pump 16.0 SEER Setback Altered HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status A/C 1 Ducted Ducted Attic, Ceiling Ins, vented 8.0 Altered WATER HEATING Ot . Type Gallons Min. Eff Distribution Status 1 Small Gas 50 0.62 All Pipes Ins Altered EnergyPro 5.1 by EnergySoft User Number. 6712 Run Code: 2011-09-06712:29:46 ID: Page 3 of 19 • • PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF -1 R Project Nameype Roseanne McLaren -Huntley Residence m Single Family ❑ Addition Alone Building T ❑ Multi Family la Existing+ Addition/Alteration6/2011 TD9a,1e SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF -4R form for each of the measures listed below for final to be given. The Cooling System Maytag PAH2V0601PSH4BF060 includes credit for a 13.2 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System A/C 1 incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct ' leakage meets the specified criteria. EnergyPro 5.1 by EnergySoft User Number: 6712 Run Code: 2011-09-06T12:29:46 ID: Page 4 of 19 17, a C PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF -1 R Project Name Building Type m Single Family ❑ Addition Alone Date Roseanne McLaren -Huntley Residence ❑ Multi Family m Existing+ Addition/Alteration 9/6/2011 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV kBtu/ft2- r Space Heating 8.33 7.29 1.05 Space Cooling 104.63 82.04 22.59 Fans 20.59 25.49 -4.90 Domestic Hot Water 19.22 17.68 1.54 Pumps 0.00 0.00 0.00 Totals 152.76 132.49 20.27 Percent Better Than Standard: 13.3% BUILDING COMPLIES - HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (S) 200 deg Ext. Walls/Roof Wall Area Area. Number of Dwelling Units: 1.00 (S). 470 124 Fuel Available at Site: Natural Gas (W) 490 37 Raised Floor Area: 0 (N) 597 105 Slab on Grade Area: 1,471 (E) 528 48 Average Ceiling Height: 9.3 Roof 1,471 0 Fenestration Average U -Factor: 0.51 TOTAL: 315 Average SHGC: 0.39 Fenestration/CFA Ratio: 21.4 REMARKS STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company Scott Design and Title 24, Inc, 9/6/2011 Address 77-085 Michigan Drive Name Tim Scott Cit /State/Zip Palm Desert, Ca 92211 Phone (760) 200-4780 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the spelt� ications, and with any other calculations submitted with this permit application, and recognizes that compliance usilig duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope s al g require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company South West Concepts � > Calle Estado Steve Nieto ' Address 78-115 Name ! / City/State/Zip La Quinta, CA 92253 Phone (760) 564-4707 Signed License # Date EneMvPro 5.1 by EnerqVSoft User Number: 6712 RunCode: 2011-09-06T12:29:46 ID: Page 5 of 19 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) "''CF -1 R Project Name Roseanne McLaren -Huntley Residence Building Type m Single Family ❑ Addition Alone, , ❑ Multi Family. m Existing+ Addition/Alteration Date 916/2011 OPAQUE SURFACE DETAILS - b Surface Type Area U-. Insulation _ Joint Appendix Ii Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Roof 1,105. 0.026 R-38 0 20 Altered 4.2.1-A9 E=4.2.1 -A4 Exist Residence Wall 261 0.102 R-13 20 90 Existing 4.3.1-A3 Exist Residence Wall 83 0.102 R-13 20 90 Existing 4.3.1-A3 Exist Residence Wall. 30 0.102 R-13 ` 65 90 Existing 4.3.1-A3 Exist Residence �. Wall 340 0.102 R-13 110 90 Existing 4.3.1-A3 Exist Residence Wall 292 0.102 R-13 200 90 Existing 4.3.1-A3 Exist Residence Door 20 1.450 None ' 200 90 Existing 4.5.1-A1' .. - Exist Residence Wall 375 0.102 R-13 290 90 Existing 4.3.1-A3 Exist Residence Slab 1,105 0.730 None 0 180 Existing 4.4.7-A1 Exist Residence Roof 366 0.026 R-38 0 ' 20 New 4.2.1-A9 Addition Wall 118 0.069 R-21 20 90 New 4.3.1-A6 Addition Wall 140 0.069 R-21 '110 90 New 4.3.1-A6 Addition Wall 34 0.069 R-21 200 90 New 4.3.1-A6 Addition Wall 78 0.069 R-21 290 90 New 4.3.1-A6 Addition Slab 366 0.730 None 0 180 1 New 4.4.7-A1Addition FENESTRATION SURFACE DETAILS ' ID Type Area U -Factor SHGCL Azm Status Glazing Type Location/Comments 1 Window 40.0 0.510 NFRC 0.39 NFRC, 20 Altered Double Metal Tinted Exist Residence 2 Existing _ 0.710 Default 0.73 Default Double Metal Clear pre -altered for above 3 Window • 18.4 0.510 NFRC 0.39 NFRC 20 Altered Double Metal Tinted Exist Residence 4 Existing 0.710 Default 0.73 Default Double Metal Clear pre -altered for above -5 Window 18.4 0.510 NFRC 0.39 NFRC 20 Altered Double Metal Tinted Exist Residence 6 Existing0.710 Default -18.4 0.73 Default Double Metal Clear pre -altered for above 7 Window 0.510 NFRC 0.39 NFRC 20 Altered Double Metal.Tinted Exist Residence 8 Existing 0.710 Default 0.73 Default Double Metal Clear pre -altered for above 9 Window • 10.0 0.510 NFRC 0.39 NFRC 65 New Double Metal Tinted Exist Residence 10 Window 10.0 0.510 NFRC 0.39 NFRC 110 New Double Metal Tinted Exist Residence 11 Window 6.0 -0.510 NFRC 0.39 NFRC _ 110 Altered Double Metal Tinted Exist Residence 12 Existing 0.710 Default 0.73 Default Double Metal Clear pre -altered for above 13 Window 16.0 0.510 NFRC 0.39 NFRC 110 Altered Double Metal Tinted Exist Residence 14 Existing 0.710 Default 0.73 Default Double Metal Clear pre -altered for above 15 Window 6.0 0.510 NFRC 0.39 NFRC 110 Altered Double Metal Tinted Exist Residence, 16 Existing 0.710 Default 0.73 Default Double Metal Clear pre -altered for above (1) U -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-B =Default Table from Standards, NFRC =Labeled Value EXTERIOR SHADING DETAILS ' ID Exterior Shade Type. SHGC Window Hat Wd Ove hanq Left Fin Len Hat LExt RExt Dist Len Ri ht Fin Hat Dist Len H t 1 Bug Screen 0.76 6.7 6.0 6.0 0.1 6.0 6.0 2 Bug Screen 0.76 6.7 6.0 6.0 0.1 6.0 6.0 3 Bug Screen 0.76 4.9 3.8 6.0 0.1 6.0 6.0 4 Bug Screen 0.76 4.9 3.8 6.0 0.1 6.0 6.0 5 Bug Screen 0.76 4.9 3.8 6.0 0.1 6.0 6.0 6 Bug Screen 0.76 4.9 3.8 6.0 0.1 6.0 -6.0 7 , Bug Screen 0.76 4.9 3.8 6.01 0.1 6.0 6.0 8 Bug Screen 0.76 4.9 3.8 6.01 0.1 6.0 6.0 9 Bug Screen 0.76 10 Bug Screen 0.76 11, Bug Screen 0.76 12' Bug Screen. 0.76 13 Bug Screen 0.76 14 lBug Screen 0.761 1 15 JBug Screen 0.76 16 JBug Screen i 0.76 EnergyPro 5.1 by EnergySoft User Number. 6712 RunCode: 2011-09-06712:29:46 ID: Pae 6 of 19 b r CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name Roseanne McLaren -Huntley Residence 71 Building Type m Single Family 0 Addition Alone O Multi Family m Existing+ Addition/Alteration Date . 916/2011 OPAQUE SURFACE DETAILS Surface U- Type Area Factor Insulation Joint Appendix Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments FENESTRATION SURFACE DETAILS ID Type Area . Ll -Factor' SHGC Azm Status Glazing Type Location/Comments 17 Window 11.6 0.710 Default 0.73 1 Default 110 Removed Double Metal Clear Exist Residence 18 Window 6.0 0.510 NFRC 0.39 NFRC _ 110 New • Double Metal Tinted Exist Residence 19 Window 40.0 0.510 NFRC 0.39 NFRC • 200 Altered Double Metal Tinted Exist Residence 20 Existing 0.710 Default 0.73 Default: Double Metal Clear pre -altered for above 21 Window 22.8 0.710 Default 0.73 Default 200 Removed Double Metal Clear Exist Residence 22 Window 22.8 0.710 Default 0.73 Default 200 Removed Double Metal Clear Exist Residence 23 Window 22.8 0.710 Default 0.73 Default ;200 Removed Double Metal Clear Exist Residence 24 Window 24.0 0.510 NFRC 0.39 1 NFRC 20O. Double Metal Tinted Exist Residence 25 Window 24.0 0.510 NFRC 0.39 NFRC -New. 200 New Double Metal Tinted Exist Residence 26 Window 24.0 0.510 NFRC 0.39 NFRC 200 New Double Metal Tinted Exist Residence 27 Window 12.0 0.510 NFRC 0.39 NFRC 200 Altered Double Metal Tinted Exist Residence 28 Existing 0.710 Default 0.73 Default Double Metal Clear pre -altered for above 29 Window 6.0 0.710 Default 0.73 Default 290 Removed Double Metal Clear Exist Residence 30 Window 33.31 0.510 NFRC 0.39 NFRC 290 Altered Double Metal Tinted Exist Residence . °31 Existing 1 0.710 1 Default 1 0.73 1 Default I . -0. Double Metal Clear pre -altered for above 32 Window 4.01 0.510 NFRC 1 0.39 1 NFRC 110 New Double Metal Tinted. Addition (1) Ll -Factor Type: 2 SHGC Type: 116-A = Default Table from Standards, NFRC = Labeled Value 116-13 = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID ' Exterior Shade Type Window SHGC ' H t .Wd Ove hanq Left Fin Ri ht Fin Len H t LExt REA Dist Len H t Dist Len H t 17 Bug Screen 0.76 18 Bug Screen 0.76 19 Bug Screen . 0.76 20 Bug Screen 0.76 21 Bug Screen 0.76 22 Bug Screen - 0.76 23 Bug Screen 0.76 24 Bug Screen 0.76 25 • Bug Screen 0.76 26 Bug Screen 0.76 } 27 Bug Screen' 0.76 28 Bug Screen 0.76 29 Bug Screen 0.76 30 lBug, Screen 0.76 ' 31 JBug Screen 0.76 32 113ug Screen 0.76 ' EnergyPro 5.1 by EnergySoft User Number: 6712 Run Code: 2011-09-06T12:29:46 ID: Page 7 of 19 C` • CERTIFICATE0 OF • Residential of Name Roseanne McLaren -Huntley Residence BuildingProject 0 Single Family ■ Addition Alone. 0 Multi Family 10 Existing+ Addition/Alteration OPAQUE SURFACE DETAILS Appendix Location/Comments FENESTRATION Metal Tinted TableDouble from Standards, Type:Default Table from Standards, EXTERIOR SHADING DETAILS C 0 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF -1 R Project Name Roseanne McLaren -Huntley Residence Building Type © Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 9/6/2011 BUILDING ZONE INFORMATION System Name Zone Name Floor Area New Existing Altered Removed Volume Year Built A/C 1 Exist Residence 1,105 10,719 1981 Addition 366 Z928 Totals 3661 1,105F-01 0 HVAC SYSTEMS System Name Ot . I Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status A/C 1 1 Split Heat Pump 8.20 HSPF Split Heat Pump 16.0 SEER Setback Altered pre -altered for above Central Furnace 80% AFUE Split Air Conditioner 12.0 SEER Setback HVAC DISTRIBUTION System Name Heating Duct Coolincl Duct Location R -Value Ducts Tested? Status A/C 1 Ducted Ducted JAttic, Ceiling Ins, vented 8.0 m Altered pre -altered for above. Ducted Ducted JAttic, Ceiling Ins, vented 4.2 ❑ WATER HEATING SYSTEMS S stem Name -of . Type Distribution Rated Input Btuh Tank Cap. al Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status RHEEM 41-R50N 1 Small Gas All Pipes Ins 40,000 50 0.62 n/a n/a Altered Standard Gas 50 gal or Le 1 Small Gas pre -altered for Above 40,000 50 0.58 n/a n/a MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length ft o En a c System Name Pipe Length Pipe Diameter Insul. Thick. aty. HP Plenum Outside Buried EnergyPro 5.1 by EnerqySoft User Number., 6712 RunCode: 2011-09-06T12:29.46 ID: Page 9 of 19 , MANDATORY MEASURES SUMMARY: Residential' Pae 1 of 3 MF -1 R. Project Name r•':. Date oseanne McLaren -Huntley Residence 9/6/2011 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of . the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -,1 R, CF -1 R -ADD, or CF - 1 R -ALT Form) shall supersede the items marked with an asterisk (') below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF -1 R Form with plans. Building Envelope Measures: " 116(a)l: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of 10-111 (a). 117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. • 118(a): Insulationspecified or installed meets Standards for Insulating Material. Indicate type and include on CF -6R Form. §118(1): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(1) when the installation of a Cool Roof is specified on the CF -1 R Form. '*§1 50 a : Minimum R-19 insulation in wood -frame ctE29 or.e uivalent U -factor. 150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -Value. *§150(c): Minimum R=13'insulation in wood -frame wall orequivalent U -factor. -*§l 50 d : Minimum R-13 insulation in raised wood -frame floor orequivalent U -factor. 150(f): Air retarding wrap is tested, labeled, and installed according to ASTM E1677-95 2000 when specified on the CF -1 R Form. 150 : Mandatory Vapor barrier installed in Climate Zones 14 or 16. ` §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0 erm/inch and shall be protected from physical damage and UV.Ii ht deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: 1 50 e 1 A: Maso nry or facto -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)l B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight -fitting damper and or a combustion -air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the , outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures:.. . §110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy 1 Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High -Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. ' 150(h): Heatingsand/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. 150(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §1500)1 A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §1500)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or other indirect hot water > tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the, tank. §1500)2: 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 are insulated er Standards Table 150-13. §1500)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. - '` §1500)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. 150(0)3A: Insulation is protected from damage, includin that due to sunlight, moisture equipment maintenance and wind. §150(j)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. ' 150 ' 4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification Cor oration. EneruvPro 5.1 by Enen7ySoR User Number: 6712 Run Code: 2011-09-06T12:29:46 ID: Page 10 of 19 4 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 MF -1 R Project Name Date oseanne McLaren -Huntley Residence 9/6/2011 §150(m)1: All air -distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings reater than 1/4 inch the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 150(m)7: Exhaust fans stems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 150 m 10: Flexible ducts cannot have porous inner cores. §150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low -Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating ora pilot light. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. 114(b)2: Outdoor pools ors as that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. 150 : Residential pool systems orequipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150 Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire asspecified by §150(k)2. 150(k)3: The wattage of permanently installed luminaires shall be determined asspecified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line -voltage socket or line - voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw -base socket. 150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). 150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi -scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual -on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro5.1 by EnergySoR User Number., 6712 Run Code: 2011-09-06T12:29.46 ID: Page 11 of 19 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3 MF -1 R Project Name I Date oseanne McLaren -Huntley Residence 9/6/2011 §150(k)l0: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual -on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual -on occupancy sensor. §150(k)l 1: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual - on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §150 k 11. §150(k)l2: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)l3: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor . luminaires used to comply with Exceptionl to §150(k)l3 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw -base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)l5: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130, 131, 134, and 146. §150(k)l6: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensors certified to comply with the applicable requirements of 119. EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2011-09-06T12:29:46 /D: Page 12 of 19 4 4 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name oseanne McLaren -Huntley Residence Date 9/6/2011 System Name A/C 1 Floor Area 1,471 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 1,506 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output perSystem 89,000 26,198 2,611 1,106 28,879 Total Output Btuh 89,000 0 Output Btuh/s ft 60.5 1,512 1,104 Cooling System 0 0 Output perSystem 59,000 0 01 0 0 Total Output Btuh 59,000 0 1,5121 1 29,2231 2,611 0 Total Output Tons 4.9 1,104 Total Output Btuh/s ft 40.1 Total Output (sqft/Ton)'299.2 1 31,087 Air System CFM perSystem 2,025 HVAC EQUIPMENT SELECTION Airflow cfm 2,025 Maytag PAH2V060/PSH4BF060 38,042 15,022 55,587 Airflow cfm/s ft 1.38 Airflow cfm/Ton 411.9 55,587 Jan 1 AM Outside Air % 0.0% Total Adjusted System Output 38,042 (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 15,022 Aug 3 PM Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26 OF 69 OF Outside Air 0 cfm Supply Fan 2,025 cfm 69 OF 69 OF 95 OF Heating Coil 4 94 of j ..Room 70 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112 / 78 OF 78166 OF 78 / 66 OF 60 / 59 OF Outside Air Ar 0 cfm Supply Fan Cooling Coil 61 / 60 OF 2,025 cfm 53.8% j ROOM 78/66°F 77/65°F EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2011-09-06712:29:46 ID: Page 13 of 19 1� C� J ROOM HEATING PEAK LOADS Project Name Roseanne McLaren -Huntley Residence Date 9/6/2011 ROOM INFORMATION DESIGN CONDITIONS Room Name Exist Residence Floor Area 1,105.0 ft2 Indoor Dry Bulb Temperature 70 °F Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 26 OF Conduction Area U -Value X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X AT `F Btu/hr = 1,264 = 6,196 = 6,878 = 1,276 = 6,649 = = = = =` = = = = = = = = = = = = = = = = = = = = = 1 22,263 44 = 2,695 R-38 Roof Attic 1,105.0 X X 0.0260 44 Default Wall 1978 to 1991 1,380.5 0.1020 44 Double Metal Tinted 306.5 X 0.5100 44 Wood Door 20.0 X X X X X X 1.4500 44 Slab -On -Grade perim = 207.0 0.7300 44 X X X X X X X X X X X X X X X X X X X X X X through an interior surface to 1.064 X 1,105 X Area Ceiling Items shown with an asterisk (') denote conduction Infiltration:[ 1.00 X Schedule Air Sensible Fraction another room 9.70 X 0.322 Height ACH Page Total /60] X AT TOTAL HOURLY HEAT LOSS FOR ROOM 24,957 EnergyPro 5.1 by EnergySoft User Number: 6712 Run Code: 2011-09-06712:29:46 /D: Page 15 of 19 [ 7 ROOM HEATING PEAK LOADS Project Name Roseanne McLaren -Huntley Residence Date 9/6/2011 ROOM INFORMATION DESIGN CONDITIONS Room Name Addition Floor Area 366.0 ftZ Indoor Dry Bulb Temperature, 68 OF Time of Peak Jan 1 AM Outdoor Dry Bulb Temperature 26 OF Conduction 1.064 Area U -Value X 0.0260 X 0.0690 x 0.5100 X 0.7300 X X X X x X X X X X X X X X X X X X X X X X X X X X X X X X X X X AT 'F = = = = = _ = - = = = = = = = = = = = = = = - = = = = _ = = = 42 Btu/hr R-38 Roof Attic 366.0 42 400 R-21 Wall 370.0 42 1,072 Double Metal Tinted 8.0 42 171 Slab -On -Grade perim = 47,0 42 1,441 X X X X X X X X X X X X. X X X X X X X X X X X X• X to another room 8.00 X 0.384 Ceiling Height ACH Items shown with an asterisk (') denote conduction Infiltration:[ 1.00 x Schedule Air Sensible Fraction ' through an interior surface X 366 X Area Page Total /60] X AT 3,084 = 837 TOTAL HOURLY HEAT LOSS FOR ROOM 3,921 EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2011-09-06T12:29:46 /D: Page 16 of 19 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Roseanne McLaren -Huntley Residence ROOM INFORMATION DESIGN CONDITIONS Room Name Exist Residence Outdoor Dry Bulb Temperature Floor Area 1,105.0 ft' Outdoor Wet Bulb Temperature Indoor Dry Bulb Temperature 78 OF Outdoor Dailv Range: ODaaue Surfaces R-38 Roof Attic Default Wall 1978 to 1991 Default Wall 1978 to 1991 Default Wall 1978 to 1991 Default Wall 1978 to 1991 Wood Door Default Wall 1978 to 1991 Orientation (NE) (E) Date 9/6/2011 112 °F 78 OF 34 OF Area X XL X X X X X X X U -Factor X X X X X X X X X CLTD' = = = = = = = = = 1,105.0 0.0260 56.0 343.8 0.1020 25.7 30.0 0.1020 30.8 340.0 0.1020 32.1 292.0 0.1020 28.2 20.0 1.4500 28.2 374.7 0.1020 31.8 + + 10.0 41.9 0.0 24.7 10.0 Page Total Items shown with an asterisk (•) denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) FanpOratinn Window Window Window Window Window Window Window Window Window Orientation (N) (N) (N) (N) (NE) (E) (E) (E) (E) Shaded Area X X X X X X X X X GLF Unshaded Area X X X X X X X X46.1 X GLF = = = = = = = = = 0.0 24.7 + + 40.0 30.2 0.0 24.7 18.4 30.2 0.0 24.7 + 18.4 30.2 0.0 24.7-+ 18.4 30.2 0.0 24.7 + + 10.0 41.9 0.0 24.7 10.0 46.1 0.0 24.7 + 6.0 46.1 0.0 24.7 + 16.0 4.0 0.0 24.7 + 6.0 46.1 Page Total Btu/hr 1,609 900 94 1,114 841 818 1.214 6, Btu/hr 1,210 557 557 419 461 277 738 277 5,0511 Internal Gain Btu/hr Occupants 4.0 Occupants X 230 Btuh/occ. = 920 Equipment 1.0 Dwelling Unit X 1,600 Btu Infiltration: 1.064 X 0.87 X 60.47 X 34 = 1,894 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 21,328 Latent Gain Btu/hr Occupants 4.0 Occupants X 200 Btuh/occ. = 800 Infiltration: 4,771 X 0.87 X 60.47 X 0.00276 = 690 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1 49C C, I RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date Roseanne McLaren -Huntley Residence • 9/6/2011 ROOM INFORMATION, DESIGN CONDITIONS Room Name Exist Residence Outdoor Dry Bulb Temperature 112 OF Floor Area 1,105.0 ft2 Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 78 OF Outdoor Daily Range: 34 OF Opaque Surfaces Orientation Area U -Factor CLTD' Btu/hr X X = X X X X XX = X X - X X = X X = X X = X X _ • Page Total 0 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr Window (E) 0.0 X 24.7 + 6.0 X 46.1 = 277 Window (S) 0.0 X 24.7 + 40.0 X 28.7 = 1,149 Window (S) 0.0 X 24.7 + 24.0 X 28.7 = 689 Window (S) 0.0 X 24.7 + 24.0 X 28.7 = 689 Window (S) 0.0 X 24.7 + 24.0 X 28.7 = 689 Window (S) 0.0 X 24.7 + 12.0 X 28.7 = 345 Window NO 0.0 X 24.7 + 33.3 X 43.1 = 1,436 X + X = X + X = Page Total 5,273 Internal Gain Btu/hr Occupants 4.0 Occupants X 230 Btuh/occ. = 920 ' Equipment 1.0 Dwelling Unit X 1,6001 Btu = 1,600 Infiltration: 1.064 X 0.87 X 60.47 X 34 = 1,894 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 21,328 Latent Gain Btu/hr Occupants 4.0 Occupants X 200 Btuh/occ. = 800 Infiltration: 4,771 X 0.87 X 60.47 X 0.00276 = 690 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1-490 EneMVPro 5.1 bV EneMVSoft User Number.' 6712 RunCode: 2011-09=06T12:29:46 /D: Pae 18 of 19 r� 0 . a RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date Roseanne McLaren -Huntley Residence 9/6/2011 ROOM INFORMATION DESIGN CONDITIONS Room Name Addition Outdoor Dry Bulb Temperature 112 OF Floor Area 366.0 ft2 Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 75 OF I Outdoor Daily Range. 34 OF Opaque Surfaces Orientation Area U -Factor CLTD' Btu/hr R-38 Roof Attic (N) 366.0 X 0.0260 X 56.0 = 533 R-21 Wall (N) 118.0 X 0.0690 X 25.7 = 209 R-21 Wall (E) 140.0 X 0.0690 X 32.1 = 310 R-21 Wall (S) 34.0 X 0.0690 X 28.2 = 66 R-21 Wall (lM 78.0 X 0.0690 X 31.8 = 171 X X = X X = X X = X I X = Page Total 1.289 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Btu/hr Window (E) 0.0 X 24.7 + 4.0 X 46.1 = 184 Window 0.0 X 24.7 + 4.0 X 43.1 = 172 X + X = X + X = X + X = X + X = X + X = X + X = X +1 X = Page Total 357 Internal Gain Btu/hr Occupants 4.0 Occupants X 230 Btuh/occ. = 920 Eq ui ment 1.0 Dwelling Unit X 1,600 Btu = 1,600 Infiltration: 1.064 X 0.89 X 20.03 X 37 = 704 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 4,870 Latent Gain Btu/hr Occupants 4.0 Occupants X 200 Btuh/occ. = 800 Infiltration: 4,771 X 0.89 X 20.03 X 1 321 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,121 EnemyPro, 5.1 by EnemySoft User Number: 6712 RunCode: 2011-09-06712:29.46 /D: Pae 19 of 19 I y jOVEN EN GINEERING 7S t r u c 't u r amI E n g i n e e r i n g =^ P.O. Box 5098 La Quinta, CA 92248-5098 (760) 408-6441 Structural Calculations for McLaren -Huntley Residence Addition/Remodel CSagbIR Avenida Vallejo La Quinta, CA Designer: Georage Lambert Design (OF LA QUINTA. ING & SAFETY DEPT. FOR CONSTRUCTION DATE .July, 2011 Job No. 11-601A T 9 TTT_� JUL 08 2011 [ �. C 041210 lir _xp. 3-31-13 n/ OF Table of Contents: Page Number Design Criteria Code: 2010 California Building Code Title page: T1 Material 1 STRUCTURAL SYSTEM: Plan ' 2 Plywood Diaphragm with Plywood shear walls R = 6.5 Roof Framing 3 thru 5 Seismic Criteria 6 Seismic: Lateral Analysis thru L11 Sds = 1.00; Sd1 =.60; Rho = 1.3; Distance — 15 km. Wood Post Design P1 Importance= 1 =1.0 WIND: 95 M.P.H. Exposure "C" Snow Load = 0.0 psf C: JOV EN JOBS 21111 601 A CAIfiS COV ERS • I.WPD y w r Joven Engineering y P. O Box 5098 Lo Quinto, CA 92248-5098 ss� (760) 408-6441 LUMBER: ALL STRUCTURAL I I IMRFR SHAI I RF nr)i irzi AC FIR -I AR(N At I nwn1e1 a cTnecece lwl In c I JOB # 601A BY: DATE: SHEET: 1 FROM 2005 NDS GRADING RULES WWPA & WCLIB Fb Ft Fv E Fcg Fcl STUDS & 4x4 POST - DOUGLAS FIR # 2 875 860 95 1.6 1485 625 jOISTS 2"-4" THICK, Less than 6" Wide - DOUGLAS FIR #2 875 750 95 1.6 1600 625, JOISTS 2"-4" THICK, 6"& WIDER - DOUGLAS FIR # 1 1000 675 95 1.7 1500 625 JOIST 2"- 4 -THICK, X 12" & 14 - DOUGLAS FIR #1 & BETTER 1150 600 95 1.7 1350 625 BEAMS 5"& THICKER RECTANGULAR - DOUGLAS FIR # 1 1350 675 85 1.6 925 625 POST & TIMBERS: 4 x 6 - DOUGLAS FIR # 1. 1200 825. 85 1.6 1000 625 POST & TIMBERS: 5x5 & LARGER - SELECT STRUCTURAL 1500 1000 85 1.6 1100 625 2"-4" T&G DECKING - SELECT DEX 1750 — — 1.8 --- 625 LAMINATED BEAMS - (24F -V8) values are about the x -x axis (24F -V4) values are about the x -x axis 2400 2200 1100 1000 165 165 1.8 1.8 1650 1650 650 650 1.9E Microllam LVL Western Species 2600 2600 285 1.9 2510 • 750 1.3E TimberStrand LSL Western -Species 1400 1700 285 1.3 . 1400 285 • 1.55E TimberStrand LSL Western Species 2050 2250 285 1.55 1950 650 2.0E & 2.2E Parallam PSL Western Species 2900 2400 290 2.0 2900 750 TJI Pro Series Joist 2600 2000 285 1.9 2310 750 CONCRETE: THE 28 DAY STRENGTH & TYPE OF CONCRETE SHALL BE AS FOLLOWS: SLABS ON GRADE: 2000 P.S.I. 150 P.C.F. FOOTINGS: 2500 P.S.I. 150 P.C.F. GRADE BEAMS: 2500 P.S.I. 150 P.C.F. MASONRY: REINFORCED CONCRETE BLOCK: GROUTED SOLID 1500 P.S.I. REINFORCED CONCRETE BLOCK: GROUTED AT STEEL 1350 P.S.I. CONCRETE.BLOCK (Normal Weight) A.S.T.M C-90 Grade N-1 1900 P.S.I. (Avg of 3) MORTAR: 1800 P.S.I. GROUT: 2000 P.S.I. SPECIAL INSPECTION REQUIRED? NO REINFORCING: TYPICAL REINFORCING: GRADE 60 STIRRUPS, TIES, & NON-STRUCTURAL ITEMS: GRADE 40 REINFORCING TO BE WELDED: A.S.T.M. A-706 GRADE 60 STRUCTURAL STEEL: ' STRUCTURAL SHAPES: A.S.T.M. A-992 50 K.S.I. STRUCTURAL PLATES: A.S.T.M. A-36 36 K.S.I. PIPE COLUMNS: A.S.T.M. A-53 Grade B 36 K.S.I. STEEL TUBES: A.S.T.M. A-500 Grade B 46 K.S.I. BOLTS: A.S.T.M. A-307 ---- FOUNDATIONS: NO SOILS REPORT PROVIDED: DESIGN VALUES: SOIL BEARING PRESSURE: ISOLATED SQ. OR RECT. 1000 P.S.F. CONT. FOOTINGS: 1000 P.S.F. MAXIUM SOIL PRESSURE: 1350 P.S.F. , PASSIVE EARTH PRESSURE: 250 P.S.F./FT. EQUIVALENT FLUID PRESSURE: 35 P.S.F./FT. FRICTION: 0.35- TIMES THE NORMAL DEAD LOAD a C: JOV E:n JOBS -2111 1 601 A CALL:S MA71:NI- I. WPO JOVEN ENGINEERING Project _ McLaren -Huntley Residence Addition/Remodel Job # 601A P. 0. Box 5098 53530 Avenida Vallejo 8.00 lamprop - Call Actual by JV La Quinta, California 92248-5098 La Quinta, CA depth Fb > inc Date 06/30/2011 Phone (760) 408-6441 George Lambert 49.00 114.33 Sheet of > ver. 6-30-10 Retrieve/Save drive = C: work dir = 601A > wk4 Filespec: C:\JOVEN\JOBS\2011\601A\CALC'SWERT12-1.WK4 Load drive = C:' filespec = Vert 1 Existing New Garage venuti / trib = 2.67 ft. Axial React. M@x = loading? Loadings = � � � grade Use these loading patterns 10-2-09 Vertical Flat Roof Flat Roof Sloped Roof Sloped Roof Sloped Roof Floor Floor Pattern 1 Pattern 2 Pattern 3 .. . Pattern 4 Pattern 5 Pattern 6 Pattern 7 Roof g/flooeg 6.0 psi 6.0 psi 3.0 psi 12.0 psf 12.0 psi 6.0 psf 2.0 psi sht'g 1.8 1.8 1.0 1,8 1.8 3.0 2.3 rafters/joists 3.0 3.0 3.0 3.0 3.0 , 4.5 3.0 clg 2.8 10.0 1.0 2.8 2.8 2.8 2.8 pme 2.4 1.2 0.0 1.4 2.4 1.5 1.5 misc 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Dead Load 17.0 psf- 1dl . 23.0 psf- 2dl 9.0 psi- 3dl 22.0 psf- 4dl 23.0 psf- 5d1 18.8 psf- 6dl 12:6 psf- 7d1 Live Load 20.0 psf- 111 20.0 psi- 211 0.0 psf- 311 20.0 psf- 411 20.0 psi- 511 60.0 psf- 611 100.0 psf- 711 x/12 R1 Factors 0 psi 0 5 5 5 20 Number of 25.8 0.05 in. = L / 2130 2.9167 415.3 3.50 11.25 1368 RR 1 TL = 0.05 in. = L / Use prefabricated roof trusses Designed at 24"o.c. and supplied at 24" o. c. Deflection control Kit =2.00 KII x At 48.00 Roof trusses to be designed by a California registered Civil or Structural Engineer. 320 psi Fb= 1710 psi Pa= Truss shop drawings are to be submitted, for approval, to the Engineer of Record. 0.72 1 roof Truss shall also be submited to the Local Building Department. Reduced live Load. USE 4x6#2 Design Loads Live Load = 20.0 psf Design Loads Live Load = 20.0 psf min. bearing= 0.06 inches for Flat Roofs: Dead Load = 17.0 psf for Sloped Roofs: Dead Load = 21.0 psi Stucco Soffits: Dead Load = 22.0 psf Bottom only Garage: Dead Load = 22.0 psf 472 Dead Load = 32.0 psf Top & Bottom Stucco Soffits: Dead Load = 30.0 psf RR- 2 Existing Worst Case Condition with new Roof 8.00 lamprop - Call Actual area sect bm 1 Uniformly loaded simple span joist, rafter or beam depth Fb > inc Ft > Try > > 3x 141 3.5x 14.1 49.00 114.33 800.3 3.50 10-2-09 Span = 9.00 ft. T.A. = 24 sq. ft. > > sawnO5a > > options: glb, tji, lam, conc, masonry, steel 8t csteel 1805 psi pa= venuti / trib = 2.67 ft. Axial React. M@x = 4.50 dfl05prp size grade area sect Inertia width depth Fb > inc Ft > L.L. = 0.0 psf > >: 0 0 0 Try > > 4x6#2 (df #2) 19.25 17.65 48.5 3.50 5.50 936 673 D. L. = 9.0 psf > > : 0 108 243 C(D) = 1.25 fvh = 8 psi fb= 165 psi fa= 0 psi fa/Fa : 0.00 Extra = 0 Mit> > > 0 0 Ch = 1.25 Fvh = 90 psi Fb= 1 170 psi Fa= 1 188 psi fb/Fb 0.14 (dead line load) min. bearing= 1.92 inches Deflections > > LL = 0.00 in. = L/*****" combined stress 0.08 Totals > 0 108 243 Number of DL = 0.05 in. = L / 2130 0.141 % 415.3 3.50 11.25 1368 pieces 1 TL = 0.05 in. = L / 2130 Deflection control Kit =2.00 KII x At 48.00 120.8 320 psi Fb= 1710 psi Pa= 2000 psi fb/Fb 0.72 1 roof Live Load Reduction Factors Reduced live Load. USE 4x6#2 0.29 grade = (df #2) min. bearing= 0.06 inches Roof Beams RB- 1 bm I Uniformly loaded simple span joist, rafter or beam 10-2-09 Span = 16.00 ft. T.A. = 200 sq. ft. venuti / trib = 12.50 h. Axial React. M@x = L.L. = 20.0 psf > > : 0 2000 8000 D. L. = 23.0 psf > >: 0 2300 9200 Extra = 0 #/ft > > > 0 0 (dead line load) Totals > 0 4300 17200 R1 =1.00 R2 x.95 19.0 Live Load Reduction Factors Reduced Live Load RB- 2 . bm I Uniformly loaded simple span joist, rafter or beam 10-2-09 Span = 10.00 ft. T.A. = 145 sq. ft. venuti /crib = 14.50 ft. Axial React. M@x = L.L. = 19.0 psf > >: 0 1378 3444 D.L. = 22.0 psf > >: ' 0 1595. 3988 Extra = 15 #/fr > > > 75 188 (dead line load) Totals > 0 3048 7619 1311 =1.00 R2 -0.95 19.0 Live Load Reduction Factors Reduced Live Load > > lam > > options: sawn, glb, tji, conc, masonry, steel & csteel 8.00 lamprop - Call Actual area sect Inertia width depth Fb > inc Ft > Try > > 3x 141 3.5x 14.1 49.00 114.33 800.3 3.50 14.00. 1834 1060 C(D) = 1.25 fvh = 112 psi fb= 1805 psi pa= . 0 psi fa/Fa : 0.00 C(f) = 0.99 Fvh = 248 psi Fb= 2292 psi Pa= 2000 psi fb/Fb 0.79 Deflections > > LL. = 0.31 in. = L / 625 combined stress 0.45 Number of DL = 0.35 in. = L / 544 0.788 % pieces 1 TL = 0.66 in.,= L / 291 Deflection control roof USE 3.5x14 LSL min. bearing= 1.92 inches > > lam > > options: sawn, gib, tji, conc, masonry, steel 8t csteel 5.00 lamprop. Call Actual area sect Inertia width depth Fb > inc Ft > Try > > 3x111 3.5x11.2 39.38 73.83 415.3 3.50 11.25 1368 108.1 C(D) = 1.25 fvh = 94 psi fb= 1238 psi pa= 0 psi fa/Fa : 0.00 C(f) = 1.01 Fvh = 320 psi Fb= 1710 psi Pa= 2000 psi fb/Fb 0.72 Deflections > > LL = 0.11 in. = L / 1045 combined stress 0.29 Number of DL = 0.14 in. = L / 862 0.724 % pieces I TL = 0.25 in.. = L / 472 Deflection control roof USE 3.5x11.25 LSL min. bearing= . 1.60 inches ]OVEN ENGINEERING Project McLaren-Huntley Residence Addition/Remodel Job # 601A P. O. Box 5098 53530 Avenida Vallejo by JV La Quinta, California 92248-5098 JE La Ouinta, CA Date . 06/30/2011 Phone (760) 408-6441 George Lambert Sheet of 4 - > ver. 6-30-10 Retrieve/Save drive = C: work dir = 601A > wk4 Filespec: C:UOVEN\JOBS\2011\601A\CALC'SWERT12-1.WK4 Load drive = C: filespec = Vert 1 RB- 3 bm 1 Uniformly loaded simple span joist, rafter or beam 10-2-09 Span = 3.00 ft. T.A. = 24 sq. ft. > > sawn05a > > options: glb, tii, lam, conc, masonry, steel 8E csteel venuti /crib = 8.00 ft. Axial React. M@x = 1.50 dfl05prp size grade area sect Inertia width depth Fb > inc Ft > L. L. = 20.0 psf > >: 0 240 180 Try > > 4x4#2 (df #2) 12.25 7.15 12.5 3.50 3.50 1080 776 D.L. = 31.0 psf > >: 0 372 279 C(D) = 1.25 fvh = 65 psi fb= 827 psi fa = 0 psi fa/Fa = 0.00 Extra = 30 #/ft > > > 45 34 Ch = 1.25 .Fvh = 90 psi Fb= 1350 psi Fa = 1242 psi fb/Fb 0.61 (dead line load) Deflections > > LL = 0.02 in. = L / 2222 combined stress 0_72 Totals > 0 . 657 1 493 Number of DL = 0.03 in. = L / 1279 0.613 % pieces 1 TL = 0.04 in. = L / 812 Deflection control R1 =1.00 R2 x.95 19.0 I roof Live Load Reduction Factors Reduced Live Load USE 4x4#2 grade = (df #2) min. bearing= 0.38 inches RB- 4 bm I Uniformly loaded simple span joist, rafter or beam 10-2-09 Span = 6.00 ft. T.A. = 48 sq. ft. > > sawn05a > > options: glb, tji, lam, conc, masonry, steel & csteel venuti / trib = 8.00 ft. Axial React. M@x = 3.00 dfl05prp size grade area . sect Inertia width depth Fb > inc Ft > L.L. = 20.0 psf > >: 0 480 720 Try, > > 4x8#2 (df #2) 25.38 30.66 1 1 1,.1 3.50 '7.2 5 936 621 D.L. = 31.0 psf > >: 0 744 1 1 16 C(D) = 1.25 - fvh = 62 psi fb= 771 psi fa= 0 psi fa/Fa : 0.00 Extra = 30 #/ft > > > 90 135 Ch = 1.25 Fvh = 90 psi Fb= 1 170 psi Fa= 1 134 psi fb/Fb 0.66 (dead line load) Deflections > > LL = 0.03 in. = L / 2469 combined stress 0.69 Totals > 0 1314 1971 Number of DL = 0.05 in. = L / 1421 0.659 % pieces I TL = 0.08 in. = L / 902 Deflection control R 1 =1.00 R 2 -0.95 19.0 1 roof Live Load Reduction Factors Reduced Live Load USE 4x8#2 grade = (df #2) min. bearing= 0.75 inches RB- 5 bm I Uniformly loaded simple span joist,, rafter or beam 10-2-09 Span = 6.00 ft. T.A. = 75 sq. ft. > > sawn05a > > options: gib, tji, lam, conc, masonry, steel 8t csteel venuti / trib = 12.50 ft. Axial React. M@x = 3.00 dfl05prp size grade area sect Inertia width depth Fb > inc Ft > L. L. = 0.0 psf > >: 0 0 0 Try > > 4x6#1 (df #1) 19.25 17.65 48.5 3.50 5.50 1040 790 D.L. = 18.0 psf > >: 0 675 1013 C(D) = 1.25 fvh = 51 psi fb= 780 psi fa = 0 psi fa/Fa : 0.00 Extra = 30 #/ft > > > 90 135. Ch = 1.25 Fvh = 90 psi Fb= 1300, psi Fa= 1320 psi fb/Fb 0.60 (dead line load) Deflections > > LL = 0.00 in. = L/*****-- combined stress 0.56 Totals > 0 765 1 148 Number of DL = 0.10 in. = L / 719 0.600 % pieces 1 TL = 0.10 in. = L / . 719 Deflection control R1 =1.00 R2 x.95 19.0 1 roof Live Load Reduction Factors Reduced Live Load USE 4x6#1. grade = (df #I) min. bearing= 0.44 inches RB- 6 bm I Uniformly loaded simple span joist, rafter or beam 10-2-09 Span = 6.50 ft. . T.A. = 55 sq. ft. > > sawn05a > > options: glb, tji, lam, conc, masonry, steel 81 csteel ven,uti / trib = 8.50 ft. Axial React. M@x = 3.25 dfl05prp size grade area sect Inertia width depth Fb > inc Ft > L. L. = 20.0 psf > > : 0 553 898 Try > > 4x8# I (df # 1) . 25.38 30.66 1 1 1.1 3:50 7.25 1040 729 D.L. = 31.0 psf > > : 0 856 1392 - C(D) = 1.25 fvh = 72 psi fb= 958 'psi fa 0 psi fa/Fa : 0.00 Extra = 30 #/ft > > > 98 158 Ch = 1.50 Fvh = 108 psi Fb= 1300 psi Fa= 1260 psi fb/Fb 0.74 (dead line load) Deflections > > LL = 0.04 in. = L / 1942 combined stress 0.67 Totals > 0 1506 2448 Number of DL = 0.07 in. = L / 1125 0.737 % pieces I TL = 0.11 in. = L / 712 Deflection control R1 =1.00 R2 -0.95 19.0 1 roof Live Load Reduction Factors Reduced Live Load USE 4x8#1 grade = (df #1) min. bearing= 0.86 inches RB- 7 bm 1 Uniformly loaded simple span joist, rafter or beam. 10-2-09 Span = 4.25 ft. T.A. _ • 62 sq. ft. > > sawn05a .> > options: glb, tji, lam, conc, masonry, steel 81 csteel venuti / crib = 14.50 ft. Axial React. M@x = 2.13 dfl05prp size grade area sect Inertia width depth Fb > inc Ft > L. L. = 20.0 psf > >: 0 616 655 Try > > 4x6# I (df #1) 19.25 17.65 48.5 3.50 5.50 1.040 790 D.L. = 31.0 psf »: 0 955 1015 C(D) = 1.25 fvh = 98 psi fb= 1158 psi fa= 0 psi fa/Fa : 0.00 Extra = 15 #/ft > > > 32 34 Ch = '1.50 Fvh = 108 psi Fb= 1300 psi Fa= 1320 psi fb/Fb 0.89 (dead line load) Deflections > > LL = 0.03 in. = L/ 1778 combined stress 0.91 Totals > 0 1603 1704 Number of DL = 0.05 in. = L / 1 1 10 0.891 % pieces I TL = 0.07 in. = L / 684 Deflection control " R1 =1.00 R2 x.95 19.0 1 roof Live Load Reduction Factors Reduced Live Load USE 4x6#1 grade = (df#I) min. bearing= 0.92 inches RB- 8 bm I Uniformly loaded simple span joist, rafter or beam 10-2-09 Span =. 3.00 ft. T.A. = 44 sq. ft. > > sawn05a > > options: glb, tji, lam, conc, masonry, steel 8L csteel venuti / crib = 14.50 ft. Axial React. M@x = 1.50 dfl05prp size grade . area sect Inertia width depth Fb > inc Ft > L. L. = 20.0 psf > >: 0 435 326 Try > > 4x4#1 (df # 1) 12.25 7.15 12.5, 3.50 3.50 1200 911 D.L. = 23.0 psf >>: 0 500 375 C(D) = 1.25- fvh = 94 psi fb= 1206 psi fa= 0 psi fa/Fa : 0.00 Extra = 15 #/ft > > > 23 17 Ch = 1:50 Fvh = 108 psi Fb= 1500 psi Fa= 1380 psi fb/Fb 0.80 (dead line load) Deflections > > LL = 0:03 in. = L / 1303 combined stress 0.87 Totals > 0 958 718 Number of DL = 0.03 in. = L / 1084 0.804 % pieces 1 TL = 0.06 in. = L / 592 Deflection control R1 =1.00 R2 x.95 19.0 1 roof Live Load Reduction Factors Reduced Live Load USE 4x4# 1 grade = (df # 1) min. bearing= 0.55 inches JE )OVEN ENGINEERING Project McLaren -Huntley Residence Addition/RemodelP.. O. Box 5098 53530 Avenida Vallejo La Quinta, California 92248-5098 La Quinta, CA Phone (760) 408-6441 George Lambert > ver. 6-30-10 > wk4 Filespec: C:UOVEN\JOBS\2011\601A\CALC'S\VERT12-1.WK4 RB- 9 bm 1 Uniformly loaded simple span joist, rafter or beam 10-2-09 Span = 7.00 ft. . T.A. = 14 sq. ft. venuti /crib = 2.00 ft. Axial React. M@x = L. L. = 20.0 psf > > : 0 140 245 D. L. = 23.0 psf > >: .0 161 282 Extra = 30 #/ft > > > 105 184 (dead line load) 1 193 psi fa = Totals > 0 406 711 R1 =1.00 R2 x:95 19.0 Live Load Reduction Factors Reduced Live Load RB- 10 LL = bm 1 Uniformly loaded simple span joist, rafter or beam 10-2-09 Span = 16.00 ft. T.A..= 192 sq. ft. venuti /crib = 12.00 ft. Axial React. M@x = L. L. = 10.0 psf > >: 0 960 3840 D.L. = 11.0 psf > >: 0 1056 4224 Extra = 30 #/ft > > > - 240 960 (dead line load) 0.858 % Totals > 0 2256 9024 R1 =1.00 R2 x.95 19.0 Live Load Reduction Factors Reduced Live Load RB- 11 min.,bearing= 0.23 inches bm I Uniformly loaded simple span joist, rafter or beam 10-2-09 Span = 3.50 ft. T.A. = 14 sq. ft. venuti / trib = 4.00 ft. Axial React. M@x = L. L. = 20.0 psf > > : 0 140 . 123 D. L. = 23.0 psf > >: 0 161 141 Extra = 30 #/ft > > > 53 46 (dead line load) Totals > 0 354 309 R1 =1.00 R2 x.95 19.0 Live Load Reduction Factors Reduced Live Load RB- 12 Try > > 4x4#2 bm I Uniformly loaded simple span joist, rafter or beam 10-2-09 Span = 13.25 ft. T.A. = 106 sq. ft. venuti / trib = 8.00 ft. Axial React. M@x = L. L. = 10.0 psf > > : 0 530 1756 D. L. _ 11.0 psf > >: 0 583 1931 Extra = 15 #/ft > > > 99 329 (dead line load) Fvh = Totals > 0 1212 4016 R1 =1.00 R2 x.95 19.0 Live Load Reduction Factors Reduced Live Load RB- 13 2798 bm8 Beam - two uniform loads seperated by a point load 10-1-08 Span = 6.50 ft. a = 3.25 ft., v=01 3.25 ft. Mount loads >> wl P w2 T.A. = 39 sf, crib= 6:00 6.00 L. L. = 20.0 psf 120.0 1378 120.0 D. L. = 31.0 psf 186.0 1670 186.0 Extra 15 Axial R1 -Momn't. R2 L.L. = 0 1079 2872 9079 D. L. = 0 1440 3696 1440 Extra = 0 49 79 49 Totals 0 2567 6648 2567 R1 =1.00 R2 =1.00 20.0 Live Load Reduction Factors Reduced Live Load Job # by Date Sheet Retrieve/Save drive = C: Load drive = C: 601A JV 06/30/2011 5 of work dir = 601A filespec = Vert 1 > > sawn05a > > options: gib, tii, lam, conc, masonry, steel 8T csteel 3.50 dfl05prp size grade area sect Inertia width depth Fb > inc Ft > Try > > 4x4# 1. (df #1.) 12.25 7.15 12.5 3.50 3.50 1200. 911 C(D) = 1.25 fvh = 46 psi fb= 1 193 psi fa = 0 psi fa/Fa : 0.00 Ch = 1.25 Fvh = 90 psi Fb= 1500 psi Fa = 996 psi fb/Fb 0.80 Deflections > > LL = 0.11 in. = L / 744 combined stress 0.51 Number of DL = 0.21 in. = L/ 391 0.795 % . pieces I. TL = 0.33 in. = L/ 256, Deflection control 0.858 % pieces I TL = roof USE 4x4#1, Deflection control grade = (df#1) min.,bearing= 0.23 inches > > lam > > options: sawn, gib, tji, conc, masonry, steel 81 csteel 8.00 lamprop i Call Actual area sect Inertia width depth Fb > inc Ft > Try > > 3x 111 3.5x 11.2 39.38 73.83 415.3 3.50. 11.25 1368 1081 C(D) = 1.25 fvh = 76 psi fb= 1467 psi pa= 0 psi fa/Fa : 0.00 C(f) = 1.01 Fvh = 320 psi Fb= 1710 psi Pa= 1673.7 psi fb/Fb 0.86 Deflections > > LL = 0.33 in. = L / 586 combined stress 0.24 Number of DL = 0.44 in. = L / 434 0.858 % pieces I TL = 0.77 in. = L/ 249 Deflection control roof USE 4x12ss I roof min. bearing= USE 3.5x1 1.25 LSL min. bearing= 1.18 inches > > sawn05a > > options: glb, tii, lam, conc, masonry, steel 8i csteel 1.75 dfl05prp size grade area sect Inertia width depth Fb > inc Ft > Try > > 4x4#2 (df #2) 12.25 7.15 12.5 3.50 3.50 1080 776 C(D) = 1.25 fvh = 36 psi fb= 519 psi fa = 0 psi fa/Fa : 0.00 Ch = 1.25 Fvh = 90 psi Fb= 1350 psi Fa = 1242 psi fb/Fb 0.38 Deflections > > LL = 0.02 in. = L / 2798 combined stress 0.40 Number of DL = 0.02 in. = L•/ 1835 0.385 % pieces 1 TL = 0.04 in. = L / 1 109 Deflection_ control 1 roof USE 4x4#2 grade = (df #2) min. bearing= 0.20 inches > > lam > > options: sawn, gib, tji, conc, masonry, steel 81 csteel 6.63 lamprop Call Actual area sect Inertia width depth Fb > inc Ft > Try > > 3x81 3.5x8.62 28.00 37.33 149.3 3.50 8.00 1402 1 108 C(D) = 1.25 fvh = 58 .psi fb.= 1291 psi pa= 0 psi fa/Fa : 0.00 C(f) = 1.03 Fvh = 320 psi Fb= 1752 psi Pa= 1234 psi fb/Fb 0:74 Deflections > > LL = 0.29 in. = L / 556 combined stress 0.18 Number of DL = 0.37 in. = L / 432 0.737 % pieces I TL = 0.65 in. = L / 243 Deflection control USE 3.5x8.0 (net) LSL I roof min. bearing= 0.64 inches 3.3 :sawn05a .> > options: glb, iii, lam, conc, masonry, steel & csteel > > dfl05prp size grade area sect Inertia width depth Fb > inc Ft > Try >> 4xl2ss sel struct 39.38 73.83 415.3 3.50 11.25 1320 900 C(D) = 1.25 fvh = 86 psi fb= 1080 psi fa : 0 psi fa/Fa : 0.00 Ch = 1.25 Fvh = 90 psi Fb= 1650 psi Fa = 1360 psi fb/Fb 0.65 Deflections > > LL = 0.03 in. = L / 3003 combined stress 0.96 Number of DL = 0.03 in. = L / 2253 0.655 % pieces I TL = 0.06 in. = L / 1287 Deflection control roof USE 4x12ss grade = sel struct min. bearing= 1.47 inches O 1p Conterminous 48 States 2005 ASCE 7 Standard Latitude 33:65932 Longitude = -116.30433 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (9) 0.2 1.500 (Ss, Site Class B) 1.0 0.600.(S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.65932 Longitude = -116.30433 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 =FvxS1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (9) 0.2 1.500 (SMs, Site Class D) 1.0 0.900 (SM1, Site Class D) Conterminous 48 States ." 2005 ASCE 7 Standard Latitude = 33.65932 Longitude = -116.30433 Design Spectral Response Accelerations SDs and SD1 'SDs = 2/3 x SMs and SD =.2/3 x SM1 Site'Class D - Fa = 1.0 ,Fv - 1.5 -Period Sa (sec) (9) , 0.2..'1.000 (SDs, Site Class D) . Joven Engineering Project McLaren -Huntley Residence Addition/Remodel Job If 601A B P. O. Box 5098 53538 Avenida Vallejo by JV JE La Quinta, California 92248-5098 La Quinta, CA Date 07/01/2011 93.0 Phone 760 408-6441 George. Lambert Sheet of L > ver. 4-21-11 Retrieve/Save drive = C: work dir = 601 A > wk4 Filespec: C:\JOVEN\JOBS\2011\601A\CALC'S\11WDLA-2.WK4 Load drive= C: filespec= 11WdLat 4-21-11/1LATERAL.ANALYSIS Allowable Stress Design Governing Code: CBC 2007 ( CBC, DSA, LA) Venuti Seismic Force 14927 # total Site Class = D .(IBC Chapter 20) or Soils Report Approx. Period= Ta = 0.1748 sec TL = 8 Fig. 22-1: Occupancy Catagory = II .(Tablet -1 Roman Numedals ct - 0.02 Table 12.8-2 T = Importance Factor= 1.00 (Table11.5-1). x = 0.75 Table 12.8-2 R value = 6.5 (tablel2.2-1) A. Bearing Wall 13. h = 18.00 ft. ref, = 2.5 Footnote g. 21016 # Cd = 4 (tablel2.2-1) A. Bearing Wall 13. Rho Factor= p= 1.30 (Sec. 12.3.4.2.a.) -1494 Complies with Table 12.3-3 for Shear Walls n Structure is regular, irregular ? Regular From USGS web site = http://earthquake.usgs.gov/research/hazmaps/design/ Java Ground Motion Parameter Calculator - Version 5.0.8 Short Period Accel (Ss) I 1 Second Accel (S1) Mapped Spectral Acc = Ss = 1.500 USGS Haz MapS1 = 0.600 USGS Haz Map Site Coefficients = Fa = 1.0 (Table 11.4-1) Fv = 1.5 (Table 11.4-21) Seismic Design Catagory = SDC - Short Period D (Table 11.6-1) SDC - 1 Sec. Period D (Table 11.6-2) Max. Considered EQ (MCE) = Sms = Fa'Ss 1.50 Sml = Fv'S1 0.90 Design Spectral Acc = Sds = (2/3)'Sms = 1.000 Sd1 = (2/3)'Sml 0.600 Equivalent Lateral Force Procedure 'Sec 12.8 Cs Max. = IF Ta<TL = Sd1 / (Ta'( R/I )) = 0.528 V =, Cs'W = 0.154 W Strength Level Design Cs max. = IF TL>=Ta = Sd1'TL / (TaA2'( R/1 )) = N/A V = CS'W = 0.108 W ASD Design Cs = Sds / ( R/1) = 0.154 Cs min. = IF St>=0.6 = 0.5'S1 / ( R/I) = 0.010 ROOF DIAPHGRAM AREA 1 Wind Force: Method 1 - Simplified Proceedure P = lambda Kzt I p30" Rise/Run = 'X'/ 12 Rigid Structure 5.72 Wind Speed: V = 95 mph (Sect. 1609.3) Roof Slope: ' 31.7991 deg Rise ft. 7.440 1 Importance Factor = 1.00 Surface Roughness = C (Sect. 1609.4.2) Exposure Category = C (Sect. 1609.4.3) Max. Height.(mean) = 15 fl Topographic Factor: Kzt = 1.00 (ASCE7-05 Sect. 6.5.7) Height & Exposure Adjustment Coefficient IN 1.21 Design Wind Pressure: ps = lambda'Kzt*l*ps30 = a varible 0.84 ft. 2.1 ft. 6 ft. a = 6.0 ft. 3.0 Zone A Tranverse 19.5 Trib. Area: 97.2 Force 382 Longitudinal 19.5 Trib. Area 141.8 Force 558 Horizontal Pressure Vertical Pressure B C D 13.4 15.5 10.7 93.0 72.9 69.8 1243 1133 747 Roof Tributary Area = 15.5 -- 14927 # total 120.7 5589 # total (both directions) Avg. Int. Wall DL = 10.0 psf 1877 Mech Units DL = 500 # ROOF DIAPHGRAM 1 Vertical Pressure Plan Dimensions in "Y" Direction = 25.00 ft. Plan Dimensions in "X" Direction = 21.00 ft. Roof Rise,(Plt to Ridge)/ Parapet Ht = 7.75 ft. Roof Overhang Width = Y = .. 4.50 'R. X = 2.00 •ft. Sill to Top Plate Height = 8.10 ft. Avg. Number of Interior Walls = 0 (each direction) Roof Tributary Area = 679 sq.ft. Roof Dead Load = 22.0 psf 14927 # total Avg. Ext. Wall DL: 15.0 psf 5589 # total (both directions) Avg. Int. Wall DL = 10.0 psf 0 # total (both directions) Mech Units DL = 500 # 500 # total Total Mass 21016 # Diaphragm Edge Shear= V(ydir)= , 1753 - v(ydir)= 70 plf V(xdir)= 1420 v(xdir)= 68 plf Chord Force= F(ydir)= 368 # F(xdir)= 423 If Y Direction Roof Loadings -Transverse T Total Wind = 3506 # = Total Seismic = 2766 # = X direction roof loadings -Longitudinal L Total Wind = 2509 # = Total Seismic = 2841 If = minus = 0.00 sq. ft. Ab= 525 sq.ft. x% 1.00.= 167 # /ft. governs 132 # /ft. 100 # /ft. 114 # /ft. governs 550 sq. ft. Y X Use diaphragm type - UB Bending= 0.0015 0.002 USE 15/32 C,DX Plywood or O.S.B. Sheathing Shear = 0.0216 0.0175 v diaph = - - - - - - : 70 #/ ft. Nail Slip= 0.0002 0.0002 Nailing: Boundarl 10d @ 6 " o.c. Chord = 0.0002 0.0002 Edge- 10d CEJ 6 " o.c. 0.06 0.05 Field- 10d @ 12 " o.c. Framing: 2x v allow= 190 #/ft. Blocking no Case = 1or2-6 2-6 Vertical Pressure E F G 1.5 -11.9 0.5 7.6 -5.8 6.5 150 -. 150 113 227 -1779 61 1.5 -11.9 0.5 7.6 -5.8 6.5 126 126 137 191 -1494 74 Y Direction Roof Loadings -Transverse T Total Wind = 3506 # = Total Seismic = 2766 # = X direction roof loadings -Longitudinal L Total Wind = 2509 # = Total Seismic = 2841 If = minus = 0.00 sq. ft. Ab= 525 sq.ft. x% 1.00.= 167 # /ft. governs 132 # /ft. 100 # /ft. 114 # /ft. governs 550 sq. ft. Y X Use diaphragm type - UB Bending= 0.0015 0.002 USE 15/32 C,DX Plywood or O.S.B. Sheathing Shear = 0.0216 0.0175 v diaph = - - - - - - : 70 #/ ft. Nail Slip= 0.0002 0.0002 Nailing: Boundarl 10d @ 6 " o.c. Chord = 0.0002 0.0002 Edge- 10d CEJ 6 " o.c. 0.06 0.05 Field- 10d @ 12 " o.c. Framing: 2x v allow= 190 #/ft. Blocking no Case = 1or2-6 2-6 Overhang C & C Uplift H Eoh Goh -10.2 -6.9 -7.9 -4.2 113 2.00 4.50 -1143 -14 -35 -10.2 -6.9 -7.9 -4.2 137 4.50 2.00 -1387 -31 -16 Y Direction Roof Loadings -Transverse T Total Wind = 3506 # = Total Seismic = 2766 # = X direction roof loadings -Longitudinal L Total Wind = 2509 # = Total Seismic = 2841 If = minus = 0.00 sq. ft. Ab= 525 sq.ft. x% 1.00.= 167 # /ft. governs 132 # /ft. 100 # /ft. 114 # /ft. governs 550 sq. ft. Y X Use diaphragm type - UB Bending= 0.0015 0.002 USE 15/32 C,DX Plywood or O.S.B. Sheathing Shear = 0.0216 0.0175 v diaph = - - - - - - : 70 #/ ft. Nail Slip= 0.0002 0.0002 Nailing: Boundarl 10d @ 6 " o.c. Chord = 0.0002 0.0002 Edge- 10d CEJ 6 " o.c. 0.06 0.05 Field- 10d @ 12 " o.c. Framing: 2x v allow= 190 #/ft. Blocking no Case = 1or2-6 2-6 Joven Engineering Project McLaren -Huntley Residence Addition/Remodel Job # 601A P. O. Box 5098 53536 Avenida Vallejo by JV La Ouinta, California 92248-5098 La Ouinta, CA Date 07/01/2011 Phone 760 408-6441 George Lambert Sheet L2. of > ver. E Retrieve/Save drive = C: work dir = > wk4 Filespec: C:WOVENWOBS\2011\601A\CALC'S\11WDLA-2.WK4 Load drive= C: ' filespec= ROOF DIAPHGRAM AREA 2 . Wind Force: Method 1 - Simplified Proceedure P = lambda Kit I p30" Rise/Run = "X'/12 Rigid Structure Wind Speed: V = 95 ;mph (Sect. 1609.3) Roof Slope: 31.7991 deg Rise ft. 7.440 1 Importance Factor = 1.00 Surface Roughness = C .(Sect. 1609.4.2) Exposure Category = C (Sect. 1609.4.3) Max. Ht. (mean) = 15 ft Topographic Factor: Kzt = 1.00 (ASCE7-05 Sect. 6.5.7) Height & Exposure Adjustment Coefficient = A 1.21 601A 11 W d Lat 4.68 Design Wind Pressure: Horizontal Pressure Vertical Pressure Overhang ps = lambda*Kzt"I'ps30 = Zone A B C D E F G H Eoh Goh a varible 1 ft. Tranverse; 19.5 13.4 15.5 10.7 1.5 -11.9 ' 0.5 -10.2 -6.9 -7.9 2.5 ft. 7.6. 5.8 6.5 4.2 6 ft. Trib. Area 97.2 93.0 309.8 ' 203.4 150 150 328* 328 0.00 4.00 a= 6.0 ft. Force: 382 1243 4817 2179 227 -1779 179 -3335 0 -31 3 Longitudinal: 19.5 15.5 1.5 -11.9 0.5 -10.2 -6.9 -7.9 -- -- -- 7.6 -5.8 6.5 -4.2 -- Trib. Area 97.2 105.3 230 230 249 249 4.00 0.00 Force. 382 1637 347, -2721 135. -2527 -28 0 ROOF DIAPHGRAM 2 Roof Diaphragm Loading Plan Dimensions in "Y" Direction = 25.00 ft. Y Direction Roof Loadings -Transverse Plan Dimensions in "X" Direction = ' 38.25 :ft. T Total Wind = 8622 If = 225 # / ft. governs Roof Rise (Plt to Ridge)/ Pai 7.75 'ft. Total Seismic = 5695 # = 149 # / ft. Roof Overhang Width = Y = 4.00 ft. X = 0.00 *ft. Sill to Top Plate Height = 8.10 ft. X direction roof loadings -Longitudinal Avg. Number of Interior Walls = 0 (each direction) L Total Wind = 2025 # = .81 # / ft. Roof Tributary Area = 1109 sq.ft. Total Seismic = 5447 # = 218 # / ft. governs Roof Dead Load =29.0 .psf 321.68 # total Avg. Ext. Wall DL: 15.0 psf 7685 # total (both directions) minus = 0.00 sq. ft. Avg. Int. Wall DL = 10.0 psf 0 If total (both directions) Ab= 956 sq.ft. x% 1.00 = 550 sq. ft. Mech Units DL = 200 # 200 # total Total Mass 40053 # Y X Use diaphragm type UB Diaphragm Edge Shear = V(ydir)= 4311 = , Bending= 0.0119 0.0021 USE 15/32 cdx Plywood or O.S.B. Sheathing v(ydir)= 172 plf Shear = 0.0532 0.0336 v diaph = - - - - - - : 172 011. V(xdir)= 2724 = 3 Nail Slip= 0.0056 0.0002 Nailing: Boundary 10d @ 6 'o.c. v(xdir)= 71 plf Chord = 0.003 0.002 Edge- 10d ' @ 6 "o.c. 0.18 0.09 Field- 10d @ ' • 12 " o.c. Chord Force = F(ydir)= 1649 # Framing: 2x v allow= 190 #/ft.. F(xdir)= 445 # Blocking no Case =(1 or2-6 2-6 0.6667 ROOF DIAPHGRAM AREA 3 Wind Force: Method 1 - Simplified Proceedure P = lambda Kit 1 p30" Rise/Run-= "X'/ 12 Rigid Structure 4.68 Wind Speed: V = 95 mph (Sect. 1609.3) Roof Slope: 22:0831 deg Rise ft. 4.869 Importance Factor = 1.00 Surface Roughness= C (Sect. 1609.4.2) Exposure Category = C (Sect. 1609.4.3) Max. Ht. (mean) = 15 ft Topographic Factor: Kzt = 1.00 (ASCE7-05 Sect. 6.5.7) Height & Exposure Adjustment Coefficient = \ 1.21 Design Wind Pressure: Horizontal Pressure Vertical Pressure Overhang ps= lambda* Kzt* 1*ps30 = Zone. A B C D E F G H. Eoh - Goh a varible 0.48 ft. Tranverse 21.8 3.5 15.8 3.6 -9.7 -13.2 -7.0 -10.6 -18.0 -15.4 1.2 ft. - 6 It. Trib. Area 26.3 85.2 67.8 220.1 72 72 186 186 4.00 2.00 a= 6.0 it. Force 105 299 1071 799 -697' -950 -1305 -1969 -72 -31 3 Longitudinal. 21.8 15.8 -9.7 -13.2 -7.0 -10.6 -18.0 -15.4 Trib. Area 26.3 0.0 258 258 0 0 2.00 4.00 Force 105 0 -- -2497 -3403 0 0 -36 -61 ROOF DIAPHGRAM 3 Roof Diaphragm Loading Plan Dimensions in "Y" Direction = 43.00 ft. Y Direction Roof Loadings -Longitudinal Plan Dimensions in "X" Direction = 12.00 .ft. L Total Wind = 671 # = 56 # / ft. Roof Rise (Plt to Ridge)/ Parapet Ht = 7.10 ft. Total Seismic = 3193 # = 266 # / ft. governs Roof Overhang Width = Y = 4.00 ft. X = 2.00 it. Sill to Top Plate Height = 8.75 ft. X direction roof loadings -Transverse Avg. Number of Interior Walls = 0 (each direction) T Total Wind = 5794 # = 135 # / ft. governs Roof Tributary Area = 658 sq.ft. Total Seismic = 3819 "# = 89 # / it. Roof Dead Load = 29.0 ,psf 19082 # total - Avg. Ext. Wall DL: 15.0 psf 7219 # total (both directions) minus = 0.00 sq. ft. Avg. Int. Wall DL = 10.0 psf 0 # total (both directions) Ab= 516 sq.ft. x% 1.00 = 550 sq. ft. Mech Units DL 100 # 100 # total Total Mass 26401 If Diaphragm Edge Shear = V(ydir)= 1597 '_ v(ydir)= 1 37 pit V(xdir)= 2897 = v(xdir) 241 pit Chord Force = F(ydir)= 111 # F(xdir)= 2595 # Y X Use diaphragm type UB A Bending= 0.0003 0.0211 USE 15/32 cdx Plywood or O.S.B. Sheathing Shear = 0.0197 0.0358 v diaph = - - - - - - : 241 #/ ft. 3 Nail Slip_ 1E-05 0.0188 Nailing:, Boundary 10d @ 6 ° o.c. Chord = 0.0019 0.007 Edge- 10d @ 6 " o.c. 3 0.05 ' 0.21 Field- 10d @ '12 " o.c. Framing: 2x v allow= 190 #/ft. Blocking no Case = 1or2-6 2-6 JFJoven Engineering Project McLaren -Huntley Residence Addition/Remodel Job # P. O. Box 5098 53536 Avenida Vallejo by La Quinta, California 92248-5098 La Quinta, CA Date Phone 760 408-6441 George Lambert Sheet > ver. 4-21-11 Retrieve/Save drive = C > wk4 Filespec:- C:\JOVENUOBS\2011%01A\CALC'S\11WDLA-2.WK4 Load drive = C ROOF DIAPHGRAM AREA 4 Wind Force: Method 1 - Simplified Proceedure Rise/Run = *X"/ 12 Wind Speed: V = 95 mph (Sect. 1609:3) Roof Slope: 18.4351 deg Rise ft. 4.000 1 Importance Factor = 1.00 Surface Roughness = C (Sect. 1609.4.2) Exposure Category = : C (Sect. 1609.4.3) Max. Ht. (mean) _ Topographic Factor: Kzt = 1.00 (ASCE7-05 Sect. 6.5.7) Height & Exposure Adjustment Coefficient = 601A JV 07/01/2011 L3 of work dir = 601 A filespec= 11WdLat Rigid Structure 4.68 15 ft 1.21 Design Wind Pressure: 4.00 ft. Roof Overhang Width = Y = Horizontal Pressure Sill to Top Plate Height = Vertical Pressure Avg. Number of Interior Walls = Overhang ps = lambda'Kzf'1'ps30 =Zone 166 sq.ft. A B C D E F G H Eoh Goh a varible 0.41 ft. Tranverse 24.1 -6.4 16.0 -3.5 -20.9 -14.5 -14.5 -11.0 -29.2 -22.9 1.025 ft. F G H - Tranverse, 1.8 -7.3 14.5 -4.1 7.6 -5.8 6.5 -4.2 6 ft. Trib. Area: 22.2 48.0 0.0 -7.0 66 66 -10 -10 3.00 1.50 a = 6.0 ft. Force 179 0 0 0 -1378 -958 140 106 -88 -34 3 Longitudinal. 24.1 16.0 -20.9 -14.5 -14.5 -11.0 -29.2 -22.9 7.6 5.8 6.5 4.2 Trib. Area: 23.8 0.0 62 62 -5 -5 1.50 3.00 Force. 192 0 -1284 -893 74 56 -44 -69 ROOF DIAPHGRAM 4 Plan Dimensions in "Y" Direction = 11.00 ft Plan Dimensions in "X" Direction = 10.25 'ft Roof Rise (Pit to Ridge)/ Pai 4.00 ft. Roof Overhang Width = Y = 1.50 ft. X = 3.00 ft. Sill to Top Plate Height = 8.67 it. Avg. Number of Interior Walls = 0 .(each direction) Roof Tributary Area = 166 sq.ft. Roof Dead Load = 17.0 .psf 2816A total Avg. Ext. Wall DL : 15.0 psf 2764 # total (both directions) Avg. Int. Wall DL = 9.2 psf. 0 # total (both directions) Mech Units DL = 0 # 0 # total Total Mass 5579.2 # Roof Diaphragm Loading Y Direction Roof Loadings -Transverse T Total Wind = 1419 # = 138 # /ft. governs Total Seismic= 638 # = 62 # / ft. X direction roof loadings -Longitudinal Wind Speed: V = L Total Wind = 954 # = .87 # / ft. governs Total Seismic = 653 # = 59 # % ft. minus = 0.00 sq. ft. Surface Roughness = C (Sect. 1609.4.2) Exposure Category = . Ab= 113 sq.ft. x%, 1.00 = 550 sq. ft. Y X Use diaphragm type UB Diaphragm Edge Shear = V(ydir)= 709 = Bending= 0.0003 0.0003 USE 15/32 cdx Plywood or O.S.B. Sheathing v(ydir)= 64 pit Shear = 0.0088 0.0059 v diaph = - - - - - - : 64 #/ ft. V(xdir)= 477 = 3 Nail Slip= 6E-05 2E-05 Nailing: Boundary 10d @ 6 " o.c. v(xdir)= 47 pit Chord = -0.001 -0.001 Edge- 10d @ 6 " o.c. 3 0.02 0.01 Field- 10d @ 12 " o.c. Chord Force.= F(ydir)= 165 # Framing: 2x v allow= .190 Wit. F(xdir)= 128 # Blocking no Case= tor2-6 2-6 ROOF DI GRAM AREA 5 Y Plan Dimensions in "Y° Direction = Wind Force: ethod 1 - Simplified Proceedure P = lambda Kzt I p30" 10.00 it. Rise/Run = "X'/12 Wind Speed: V = 95 mph (Sect. 1609.3) Roof Slope: 13.1931 deg Rise ft. 2.813 1 Importance Factor = 1.00 ach ction) Roof Tributary Area = Surface Roughness = C (Sect. 1609.4.2) Exposure Category = . C (Sect. 1609.4.3) Max. Ht. (mean) _ Topographic Factor: Kzt = 1. (ASCE7-05 Sect. 6.5.7) Height & Exposure Adjustment Coefficient = \ Design Wind Pressure: Horizontal Pressure ss Vertical Pressure Ov ps = lambda* KzYI'ps30 = Zo A B C D E F G H a varible 0.4 ft. Tranverse, 1.8 -7.3 14.5 -4.1 -20.9 -13.6 -14.5 -10.4 -29.2 1 ft. 6 ft. Trib. Area 12.0 36.0 0.0 -6.0 60 60 10 -10 0.00 a = 6.0 ft. Force' 87 0 0 0 -1252 -817 45 104 0 3 Longitudinal 21.8 14.5 -20.9 -13.6 -14.5 -10.4 -29.2 Trib. Area 30.0 0. 60 60 10 10 0.00 Force. 218 52 -817 145 104 0 ROOF DIAPHGRAM 5 Y Plan Dimensions in "Y° Direction = 10.00 ;ft. Plan Dimensions in "X" Direction = 10.00 it. Roof Rise (Pit to Ridge)/ Parapet Ht =U6052# . Roof Overhang Width = Y =. X _ 0 ft. Sill to Top Plate Height = . .Avg. Number of Interior Walls = ach ction) Roof Tributary Area = q. .Roof Dead Load = 17.0 psf totalAvg. Ext. Wall DL: 15.0 psf total (both directions) Avg. Int. Wall DL = 9.2 psf total (both directions) Mech Units DL = 200 # totalTotal ss Diaphragm Edge Shear = ' v(xdir)= F(ydir)= F(xdir)= 10 iaphragm Loading Direc Roof Loadings -Longitudinal LTo ind = 1200 # = Total S ' is = 612 # = X direction roof loadingA�rae rse T Total Wind = 00# = Total Seismic12 # = minus = sq. fl. Ab= 100 sq.ft. x% 1.00 = 15/32 cdx Y X 600 = Bending= 0.0003 0.0005 USE 60 pit Shear = 0.0074 0.0136 1100 = Nail Slip= 5E-05 ' 0.0003 110 pit Chord = -0.002 -0.002 3 0.02 0.03 150 # 275 # 15/32 cdx Plywood or O.S.B vdiaph= ------ Nailing: Boundai) 10d @ Edge- 10d @ Field- 10d @ Framing: 2x v allow= Rigid Structure 4.68 15 1.21' Goh -22.9 0.00 0 -22.9 0.00 0 120 # / ft. governs 61 #/ft. 220 # /ft. governs 61 #/ft. 550 sq. it 110 #/ ft'1 6 ° o.c. 6 ° o.c. 12 ° o.c. 190 #/ft. JFJoven Engineering Project McLaren -Huntley Residence Addition/Remodel P. O. Box 5098 53536 Avenida Vallejo La Quinta, California 92248-5098 La Quinta, CA Phone 760 408-6441 George Lambert ,,: �✓ 601 A by JV Date 07/01/2011 Sheet 1_q of > ver. 4-21-11 work dir = 601A C: filespec = 11 WdLat ICC -ESR No.. 2330 LA -25720 > wk4 Filespec: C:\JOVEN\JOBS\2011\601A\CALC'S\11WDLA-2.WK4 4x TABLE 2306.4.1 Allowable Shear For Structural Panel Shear Walls Panel Nominal Min. Nails 4x Fastener Spacing LA -25720 ;Grade Panel Fastener: :0.115 A B C D Thicknes Penn. 5228 6 4 3 2 STRUCT 3/8 1-3/8 8d 230 360 460 610 1 15/32 1-3/8 8d 280 350 550 730 LA -25720 15/32 1-1/2 10d 340 510 665 870 LA -25720 3/8 1-1/4 6d 200 300 390 510 LA -25720 3/8 1-3/8 8d 220 320 410 530 CDX 15/32 1-3/8 8d 260 350 490 640 LA -25528 15/32 1-1/2 10d 310 460 600 770 5/8 1-1/2 10d 340 510 665 870 sillbolt Holddown Lookup Table, Simpson 2011 ( 2500 psi concrete, 2 pours ) .HD # CBC Table 100°/ 100% CBC Corner table Min stud 1 Retrieve/Save drive = Load drive = Job # 601 A by JV Date 07/01/2011 Sheet 1_q of C: work dir = 601A C: filespec = 11 WdLat None Required,:::.; 0 ' . 0; .....-... 0 8" min. stem DTT2Z 1369 1369 1027:'::-.. 0.105 2x ICC -ESR No.. 2330 LA -25720 HDU2 - 3075 3075 2306 0.088 4x ICC -ESR No. 2330 LA -25720 HDU4 *. 4565 4565 3424: 0.114 4x ICC -ESR No. 2330 ' LA -25720 HDUS 5645 5645 i 4234 :0.115 4x ICC -ESR No: 2330 LA -25720 .HDU 6970 6970 .. ... 5228 0.116 4x ICC -ESR No. 2330 LA -25720 HDQ8 a 7630 7630 ..., ` ' 5723 0.094 4x ICC -ESR No. 2330 LA -25720 HDQ8 9230 9230 6923j:-, i 0.095 -6x6 ICC -ESR No. 2330 LA -25720 HHDQ11 11810 11810'.8858 0.131 6x6 ICC -ESR No. 2330 LA -25720 HHDQ14 s 13710 13710 10283 0.107 -6x6 ICC -ESR No. 2330 LA -25720 HDU14 I 14925 14925 11194 :0.177 6x6 ICC -ESR No. 2330 LA -25720 HD19 16735 16735 12551 0.177 -6x6 1.125" NER No. 5708 LA -25528 HD19 19070: 19070' 14303 .._ r, 0.137 -6x6 1.25" NER No. 5708 LA -25528 Cd = 1.33 Load Duration Factor Cl = 0.8 Temperture Factor 100< T <125 degrees Default bol 5/8" x 3x sill = 1 138 #/bolt Bolt size Bolt size 1.33 x 0.80 x 2x4 sill 915 #/bolt 1/2" 5/8" 3/4" 7/8" 1° 1/2" 5/8" 3/4" 7/8" 1" 1.33 x 0.80 x 2x6 sill 915 #/bolt Bolt values x adjustment & duration factors :Bolt values in pounds Single bolt in 2000 psi concrete (2x4 sill) 628 915. 1170 1261 1197 590 860 1200 1580• 1800 Single bolt in 2000 psi concrete ( 2x6 sill) 628 915 1277 1681 1915 590 860 1200 1580 1800 Single bolt in 1500 psi masonry .. 904 1415 1894 2043 2181 850 1330 1780 1.920 2050 Single cantilevered sill bolt m &4 sill plate 668 1138' 1365 1373 1483 7YCQ 070 ` 1400 1720 2230: Single cantiley_ered_sill,bolt in 3x6 sill plafe _._. 777 1138 1490 1830 23731_ 730 10W 4 7400' 1720 2230: Minimum value from table above 628 915 1170 1261 1 197 590 860 1200 1580 1800 Table based on pressure treated Hem -Fir sill plates (S.G. _ .43) Table 7.3.1 & Table 11.2E 2005 NDS TABLE 2306.3.1 Allowable Shear For Wood Structural Diaphragms Panel Nominal Min. Nails Nominal BLOCKED DIAPHRAGMS UNBLOCKED Grade Panel Fastener Width of A B C D DIAPHRAGMS Thicknes Pen. Framing 6 4 2-1/2 2 6 6 4 3 Case1 Case2-6 STRUCT 3/8 1-3/8 8d 2x 270 360 530 600 240 180 I 3x 300 400 600 675 265 200 15/32 1-1/2 10d 2x 320 425 640 730 -285 215 3x 360 480 720 820 320 240 CDX 3/8 1-3/8 8d 2x 240 320 480 545 215 160 3x 270 360 540 610 240 180 15/32 1-3/8 8d 2x 270 360 530 600 240 180 3x 300 400 600 675 265 200 15/32 1-1/2 10d 2x 290 385 575 655 255 190 3x 325 430 650 735 290 215 5/8 1-1/2 10d 2x 320 425 640 730 285 215 3x 360 480 720 820 320 240 Joven Engineering McLaren-Huntley Residence Addition/Remodel Job # 601A P. O. Box 5098 53536 Avenida Vallejo by JV La Quinta, California 92248-5098 La Quinta, CA Date 07/01/2011 JE Phone 760 408-6441 George Lambert Sheet LS of > ver. 4-21-11 Retrieve/Save drive = C: work dir = 601A > wk4 Filespec: C:WOVEN\JOBS\2011\601A\CALC'S\11WDLA-2.WK4 Load drive= C: filespec= 11WdLat ywall Redundancy factor for "Y" direction walls 1.30 Y Walls Story Strength (max) = 11603 ASCE 7 Sec. 12.3.4.2 a. "Y" Shearwall Line 1 adjustment % End Wall Condition if A or 1 E Between E & H Diaphragm no.= 1 Wind Seismic ...1/0 Total Minus % Trib. width (1)= 12.50 ft. 1.000 1.000 1 1 1.0 0.000 cdx or structI Trib. width (2)= 0.00 ft. 1.000 1.000 0 Trib. width (3)= 0.00 ft. 1.000 1.000 0 Trib. width (4)= 0.00 ft. 1.000 1.000 0 Trib. width (5)= 0.00 ft. 1.000 1.000 0 Use wall type 1 "Y° Wind F(x) = .2087 # x 1.00 USE 15/32 CDX Plywood or O.S.B. Sheathing + added wind = 382 # = total °Y" wind = 2469 If governs 1 side v wall = - - - - - - > 165 #/ ft. "Y"seismic F(x)= 1646 # x 1.00 Nailing: Edge- 8d @ 6 " o.c. + added seismic = 0 # = total "Y" seismic = 1646 # Field- 8d @ 12 ° o.c. Total wall length 15.00 ft. x 1, 2140 # v allow= 260 #/ft. Stud depth = 3.5 in. Sill: 5/8' dia. anchor bolts @ 43 o.c. Header Hgt.= 7 It. with 2xSill Plate <> Wall location tdb rf dl=22 Left lintel Wall length Right lintel Wall hl v wall = H/L = 1.1 trib width: 5.00 0.00 it. 7.50 it. 0.00 ft. 8.10 ft. 165 #/ft. int./ext. = 0 / 1 Trib. dead load = 110 #/it. 110 #/ft. 110 #/ft. h = 0 Resisting couple reduction wall loc.=1 Wall dead load = 17 #/ft. 121.5 #/ft. 17 if/jt. foldown Post Area 9 ins. left right = 10.5 Uplift n x .7'Qe 1348 # 1348 If min. stud thickness = 1.08 ins. Load Combo 5 Jamb load , (1.0+.14Sds)D -990 # -990 # (based on T to grain bearing) 2*W/H Load Combo 8 Jamb load (0.6-..14Sds)D -399 # -399 # E = "••°°"•• psi 1.00 added down load (-) 0 # 0 # G = 40500' psi 0.006 . + 0.037 Gross down load -2338 # -2338 # en = 0.0012 + 0.007 + 0.113 Lr Load Combo 5 Net uplift - 0.6 x dl = 754 # 754 # Footing data delta s = 0.16 Load Combo 8 Net uplift 0.46 x dl = 1164 # 1164 It F(a) soil = 1000 psi elta M = 0.66 Ao DTT2Z DTT2Z width = 1.00 ft. ?Ita Lim= 2.43 Top rebar = 0.01 sq.ins. 0.01 sq.ins: depth = 1.50 ft. opening Factor r= Bott. rebar = 0.02 sq.ins. 0.02 sq.ins. eff. depth = 14 in. 1.00 Wall location trib rf dl=22 Left lintel Wall length Right lintel Wall ht v wall = H/L trib width: 5.00 0.00 ft. 7.50 ft. 0.00 fl. 8.10 ft. 165 #/ft. int./ext. = 0 / 1 Trib. dead load = 110 #/ft. 110 #/ft. 110 #/ft. h = 0 Resisting couple reduction wall loc.=1 Wall dead load = 17 #/ft. 121.5 #/ft. 17 #/ft. loldown Post Area 9 ins. left right = 10:5 Uplift r, x .7'Qe 1348 # 1348 # min. stud thickness 1.08 ins. Load Combo 5 Jamb load (1.0+.14Sds)D -990 # -990 # (based on T to grain bearing) 2*W/H Load Combo 8 Jamb load (0.6-.14Sds)D -399 # -399 # E = psi 1.00 added down load (-) 0 # 0 # G = 40500 psi 0.006 + 0.037 Gross down load -2338 # -2338 # en = 0.0012 + 0.007 +0.113 Lr Load Combo 5 Net uplift - 0.6 x dl = 754 # 754 # Footing data delta s = 0.16 Load Combo 8 Net uplift 0.46 x dl = 1164 # 1164 # ' F(a) soil = 1000 psi elta M = 0.66 Ao DTT2Z DTT2Z width = 1.00 ft. >Ita Lim= 2.43 Top rebar = 0.01 sq.ins. 0.01 sq.ins. depth = 1.50 ft. opening Factor r= Bott. rebar = 0.02 sq.ins. • 0.02 sq.ins. eff. depth = 14 in. 1.00 FPhone Joven Engineering McLaren -Huntley Residence Addition/Remodel P. O. Box 5098 53536 Avenida Vallejo La Quinta, California 92248-5098 La Quinta, CA 760 408-6441 George Lambert . > ver. 4-21-11 > wk4 I Filespec: C:UOVEN\JOBS\2011\601A\CALCIS\11WDLA-2.WK4 "Y" Shearwall Line 3 adjustment % End Wall Condition if A or 11 Diaphragm no.= 1 & 2 Wind Seismic ... 1/0 Total Minus Trib. width (1)= 10.50 ft. 1.000 1.000 0 1 1.0 Trib. width (2)= 19.15 ft. 1.000 1.000 0 Trib. width (3)= 0.00 ft. 1.000 1.000. 0 Trib. width (4)= 0.00 ft. 1.000 1.000 0 Trib. width (5)= 0.00 ft. 1.000 1.000 0 "Y" Wind F(x) = 6069 # x 1.00 Load Combo 8 + added wind = 0 # = total "Y" wind = 6069 At governs "Y"seismic F(x)= 4234 # x 1.00 0.10 + added seismic = 0 # = total "Y' seismic = 4234 # Total wall length 16.00 it. - r p 5504 # Stud depth = 3.5 in. Header Hgt.= 7 ft. Wall location trib rf dl=22 Left lintel 16.00 ft. 0. trib width: 2.00 0.00 ft. 150 #/ft. int./ext. = 0 / 1 Trib. dead load = 44 #/ft. wall loc.=1 Wall dead load = 45 #/ft. # -1769 # left -714 # Uplift P x .7•Qe 3622 Load Combo 5 Jamb load (1.0+.14Sds)D -1769 Load Combo 8 Jamb load (0.6-.14Sds)D -714 HDU4 added down load (-) 0 sq.ins. Gross download -5391 Load Combo 5 Net uplift - 0.6 x dl = 2560 Load Combo 8 Net uplift 0.46 x dl = 3293 HDU4 Top rebar = 0.10 Bott. rebar = 0.10 "Y" Shearwall Diaphragm no.= Trib. width (1)= Trib. width (2)= Trib. width (3)= Trib. width (4)= Trib. width (5)=. "Y" Wind F(x) _ + added wind = "Y"seismic F(x)= + added seismic Total wall length Stud depth = Header Hgt.= Wall location int./ext. = 0 / 1 wall loc.=1 Load Combo 5 Load Combo 8 Load Combo 5 Load Combo 8 0 Wall location int./ext. = 0 / 1 wall loc.=1 Load Combo 5 Load Combo 8 Load Combo 5 Load Combo 8 Wall length I Right I 16.00 ft. 0. 44 #/ft. 150 #/ft. Sheet right # 3622 # # -1769 # # -714 # # 0# # -5391 # # 2560 # # 3293 # HDU4 sq.ins. 0.10 sq.ins. sq.ins. 0.10 sq.ins. Retrieve/Save drive = Load drive = Between E & H 0.000 Job # 601 A by JV Date 07/01/2011 Sheet L.& of C: work dir = 601 A C: filespec = 11 WdLat Use wall type 3. USE 15/32 CDX Plywood or O.S.B. Sheathing 1 side vwall=------> 379 #/ ft. Nailing: Edge- 8d @ 3 ° o.c. Field- 8d @ 12 ° o.c. v allow= 490 #/ft. Sill: 5/8" dia. anchor bolts @ 28 ' o.c. with 3x Sill Plate Intel Wall ht v wall = H/L = 0.6 00 ft. 10.00 ft. 379 #/fl. 44 #/ft. h = 0 Resisting couple reduction 45 #/ft. loldown Post Area 9 ins. = 16.5 0.101 min. stud thickness= 2.48 (based on T to grain bearing ) E_ ........ psi elta M = G = 40500 psi 0.008 en = 0.0027 + 0.020 Footing data 1.00 F(a) soil = 1000 psi width = 1.00 ft. depth = 1.50 ft. eff. depth = 14 in. ins. + 0.101 + 0.071 delta s = 0.20 elta M = 0.80 alta Lim= 3.00 Opening Factor r= 1.00 2•W/H 1.00 Lr Ao Line 5 adjustment % End Wall Condition if A or 1E Between B & J 2 & 3 Wind Seismic ... 1/0 Total Minus % 0.00 ft. 1.000 1.000 0 1 1.0 0.000 19.15 ft. 1.000 1.000 0 6.00 ft. 1.000 1.000 1 7.13 ft. 1.000 1.000 0 0.00 ft. 1.000 1.000 0 Use wall type 2 5638 # x 1.00 USE 15/32 CDX Plywood or O.S.B. Sheathing 105 # = total "Y" wind = 5743 # 1 side v wall = = - - - - - > 265 #/ fl. 4891 # x 1.00 Nailing: Edge- 8d @ 4 'o.c. 0 # = total "Y° seismic = 4891 # Field- 8d @ 12 " o.c. 24.00 ft. x P 6359 # governs v allow= 350 #/ft. 3.5 in. Sill : 5/8' dia. anchor bolts @ 32 ° o.c. 8 ft. with 2x Sill Plate trib rf dl=22 Left lintel Wall length Right lintel Wall ht v wall = H/L = 0.8 trib width 2.00 0.00 ft. 10.75 ft. 0.00 ft. 8.10 ft. 265 #/ft. Trib. dead load = 44 #/ft. 44' #/ft. 44 #/ft. h = 2 Resisting couple reduction Wall dead load = 2 #/ft. 121.5 #/ft. 2 #/ft. loldown Post Area 9 ins. left right = 10.5 Uplift P x .7•Qe 2099 # 2099 If min. stud thickness = 1.43 ins. Jamb load (1.0+.14Sds)D -1014 # -1014 # (based on T to grain bearing) 2•W/H Jamb load (0.6-.14Sds)D -409 # -409 # E =********** psi 1.00 added down load (-) 0 At 0 # G = 40500 psi 0.007 + 0.057 Gross down load -3114 # -3114 # en = 0.0018 + 0.011 + 0.066 Lr Net uplift - 0.75 x dl = 1339 # 1339 # Footing data delta s = 0.14 8.67 Net uplift 0.46 x dl = 1911 # 1911 # F(a) soil = 1000 psf elta M = 0.57 Ac, HDU2 HDU2 width = 1.00 It. .Ita Lim= 2.43 4 Top rebar = 0.03 sq.ins. 0.03 sq.ins. depth = 1.50 ft. Opening Factor r= 0.6843 Bott. rebar = 0.03 sq.ins. 0.03 sq.ins. eff. depth = 14 in. Co = 1.00 trib rf dl=22 Left lintel Wall length Right lintel Wall ht v wall = H/L = 0.6 trib width: 2.00 0.00 ft. 13.33 ft. 0.00 ft. 8.10 ft. 265 If/ft. Trib. dead load = 44 #/ft. 44 #/ft. 44 #/ft. h = 2 Resisting couple reduction Wall dead load = 2 #/ft. 121.5 #/ft. 2 #/ft. loldown Post Area 9 ins. left right = 10.5 Uplift P x .7•Qe 2069 # 2069 # min. stud thickness = 1.53 ins. Jamb load (1.0+.14Sds)D -1258 # -1258 # (based on T to grain bearing) 2•W/H Jamb load .(0.6-.14Sds)D -507 # -507 # E _• psi 1.00 added down load (-) 0 # 0 # G = 40500 psi 0.005 +. 0.057 Gross down load -3327 # -3327 # en = 0.0018 + 0.011 + 0.053 Lr Net uplift - 0.75 x dl = 1126 At 1126 At Footing data della s = 0.13 8.67 Net uplift 0.46 x.dl = 1836 # 1836 # F(a) soil = 1000 psf elta M = 0.51 Act HDU2 HDU2 width = 1.00 ft. alta Lim= 2.43 4 Top rebar = 0.02 sq.ins. 0.02 sq.ins. depth = 1.50 ft. Opening Factor r= 0.6843 Bott. rebar = 0.04 sq.ins. 0.04 sq.ins. eff. depth = 14 in. Co = 1.00 JEJoven Engineering McLaren -Huntley Residence Addition/Remodel P. O. Box 5098 53536 Avenida Vallejo La Quinta, California 92248-5098 La Quinta, CA Phone 760 408-6441 George Lambert > ver. 4-21-11 Retrieve/Save drive = > wk4 Filespec: C:\JOVEN\JOBS\2011\601A\CALC'S\11WDLA-2.WK4 Load drive = "Y" Shearwall Diaphragm no.= Trib. width (1)= Trib. width (2)= Trib. width (3)= Trib. width (4)= Trib. width (5)= "Y" Wind F(x) = + added wind = "Y"seismic F(x)= + added seismic = Total wall length Stud depth = Header Hgt.= Wall location int./ext. = 0 / 1 wall loc.=1 Load Combo 5 Load Combo 8 Load Combo 5 Load Combo 8 "Y" Shearwall Diaphragm no.= Trib. width (1)= Trib. width (2)= Trib. width (3)= Trib. width (4)= Trib. width (5)= "Y" Wind F(x) = + added wind = "Y"seismic F(x)= + added seismic = Total wall length Stud depth = Header Hgt.= Wall location .int./ext. = 0 / 1 wall loc.=1 Load Combo 5 Load Combo 8 Load Combo 5 Load Combo 8 Wall location int./ext. = 0 / 1 wall loc.=1 Load Combo 5 Load Combo 8 Load Combo 5 Load Combo 8 Line 6 adjustment % End Wall Condition if A or 11 10.75 ft. Wind Seismic ... 1/0 Total Minus 0.00 ft. 1.000 1.000 0 1 1.0 0.00 ft. 1.000 1.000 0 5.13 ft. 1.000 1.000 1 0.00 it. 1.000 1.000 0 0.00 ft. 1.000 1.000 0 287 # x 1.00 DTT2Z 105 # = total "Y" wind = 391 # 1364 # x 1.00 0.01 0 # = total "Y" seismic = 1364 # 10.75 fl. X p 1773 If governs 3.5 in. 8 ft. trib rf dl=22 Left lintel trib width 2.00 0.00 ft. Trib. dead load = 44 #/ft. Wall dead load = 2 Wit. Uplift p x .7'Qe Jamb load (1.0+.14Sds)D Jamb load (0.6-.14Sds)D added down load (-) Gross down load Net uplift - 0.75 x dl = Net uplift 0.46 x dl = Top rebar = Bott. rebar = left 1307 -1014 -409 0 -2321 546 1119 DTT2Z 0.00 0.02 Wall length Right 1 10.75 ft. 0. 44 #/ft. 121.5 It/ft.right Sheet L-1 of If 1307 # If -1014 # # -409 # ' # 0# If -2321 # If 546 If If 1119 If DTT2Z sq.ins. 0.00 sq.ins. sq.ins. 0.02 sq.ins. Between B & C 0.000 Job # 601A by JV Date 07/01/2011 Sheet L-1 of C: work dir = 601A C: Filespec = 11 WdLat Use wall type 1 USE 15/32 CDX Plywood or O.S.B. Sheathing 1 side vwall=------> . 165 Wit. Nailing: Edge- 8d @ 6 " o.c. Field- 8d @ 12 ° o.c. v allow= 260 #/ft. Sill : 5/8° dia. anchor bolts @ 43 " o.c. with 2x Sill Plate intel Wall ht v wall = H/L = 0.8 00 ft. 8.10 ft. 165 #/ft. 44 #/ft. h = 2 Resisting couple reduction 2 #/ft. loldown Post Area 9 ins. Line 7 adjustment % End Wall Condition it A or 1 E trib width: 2.00 0.00 ft. Wind Seismic ... 1/0 Total Minus 0.00 ft. 1.000 1.000 0 1 1.0 0.00 ft. 1.000 1.000 0 6.00 ft. 1.000 1.000 1 0.00 ft. 1.000 1.000 0 0.00 ft. 1.000 .1.000 0 336 # x 1.00 1320 105 If = total "Y" wind = 440 # 1597 # x 1.00 0.01 0 # = total °Y" seismic = 1597 If 15.20 ft. ,t• p 2076 # governs 3.5 in. 8 ft. trib d dl=22 Left lintel Right 1 trib width: 2.00 0.00 ft. 0. Trib. dead load = 44 #/ft. 121.5 #/ft. Wall dead load = 2 #/ft. right left Uplift p x .7'Qe 1370 Jamb load (1.0+.14Sds)D -267 Jamb load (0.6-.14Sds)D -108 added down load (-) 0 Gross down load -1636 Net uplift - 0.75 x dl = 1169 Net uplift 0.46 x dl = 1320 sq.ins. HDU2 Top rebar = 0.02 Bott. rebar = 0.01 trib rf dl=22 Left lintel trib widthi 2.00 0:00 ft. Trib. dead load = 44 #/ft. Wall dead load- 2 #/ft. Uplift p x .7'Qe Jamb load (1.0+.14Sds)D Jamb load (0.6-.14Sds)D added down load (-) Gross down load Net uplift - 0.75 x dl = Net uplift 0.46 x dl = Top rebar = Bott. rebar = . left 1299 -314 -127 0 -1613 1064 .1241 HDU2 0.02 0.01 Wall length Right 1 2.83 It. 0. 44 #/ft. 121.5 #/ft. 121.5 #/ft. right # 1370 # # -267 # # -108 # If 0 # # -1636 # # 1169 # # 1320 # HDU2 sq.ins. 0.02 sq.ins. sq.ins. 0.01 sq.ins. Wall length Right 1 3.33 ft. 0. 44 #/ft. E_ ,..,..,.. psi 121.5 #/ft. G = 40500 psi 0.004 right # 1299 # # -314 # # -127 # # 0# # -1613 # # 1064 # # 1241 # HDU2 sq.ins. 0.02 sq.ins. sq.ins. 0.01 sq.ins. = 10.5. 0.032 min. stud thickness = 1.07 (based on T to grain bearing ) E_ ,..,..,.. psi elta M = 0.51 G = 40500 psi 0.004 en = 0.0012 + 0.007 Footing data Co = 1.00 F(a) soil = 1000 psf width = 1.00 ft. depth = 1.50 ft. eff. depth = 14 in. Between C & J 0.000 ins. 2'W/H 1.00 + 0.037 0.032 + . 0.079 Lr delta s 0.13 8.67 elta M = 0.51 Ao alta Lim= 2.43 4 Opening Factor r= 0.6843 Co = 1.00 F(a) soil = Use wall t e 1 USE 15/32 CDX Plywood or O.S.B. Sheathing 1 side vwall=------> 137 #/ ft. Nailing: Edge- 8d @ 6 ° o.c. Field- 8d @ 12 ° o.c. v allow= 182 #/ft. Sill: 5/8" dia. anchor bolts @ 43 ' o.c. with 2x Sill Plate intel Wall ht v wall = H/L = 2.9 00 ft. 8.10 ft. 137 #/ft. 44 #/ft. h = 0 ' Resisting couple reduction 2 #/ft. loldown Post Area 9 ins. = .16.5 min. stud thickness = 0.75 (based on T to grain bearing ) E. _ ,,,. • psi G = 40500 psi 0.009 en = 0.0007 + 0.004 Footing data F(a) soil = 1000 psf width= 1.00 it. depth = 1.50 ft. eff. depth = 14 in. ins. 2'W/H 0.70 + 0.032 + 0.301 della s = 0.35 elta M = 1.38 alta Lim= 2.43 Opening Factor r= Footing data 1.00 intel Wall ht v wall = 00 ft. 8.10 ft. 137 #/ft. 44 #/ft. h = 0 Resisting couple reduction 2 #/ft. foldown Post Area 9 ins. = 16.5 0.032 min. stud thickness = 0.74 (based on T to grain bearing ) E= ,....... psi elta M.= G = 40500 psi 0.008 en = 0.0007 + 0.004 Footing data 1.00 F(a) soil = 1000 psf width = 1.00 it. depth = 1.50 ft. eff. depth = 14 in. ins. Lr Ao H/L 2.4 2'W/H 0.82 + 0.032 + 0.255 delta s = 0.30 elta M.= 1.20 ' �Ita Lim= 2.43 Opening Factor r-- -1.00 1.00 Lr Ao Joven Engineering McLaren -Huntley Residence Addition/Remodel Job # 601A P. O. Box 5098 53536 Avenida Vallejo by JV JELa Quinta, California 92248-5098 La Quinta, CA Date 07/01/2011 Phone 760 408-6441 George Lambert Sheet of L > vera 4-21-11 Retrieve/Save drive = C: work dir = 601A > wk4 Filespec: C:\JOVEN\JOBS\2011\601A\CALC'S\11WDLA-2.WK4 Load drive= C: filespec= 11WdL.at Wall location trib rf dl=22 Left lintel Wall length Right lintel Wall ht v wall = H/L = 0.8 trib width: 2.00 0.00 ft. 10.52 It. 0.00 it. 8.10 ft. 137 #/ft. int./ext. = 0 / 1 Trib. dead load = 44 #/ft. 44 #/it. 44 #/ft. h = 0 Resisting couple reduction wall loc.=1 Wall dead load = 2 #/ft. 121.5 #/ft. 2 #/ft. ioldown Post Area 9 ins. left right = 16.5 Uplift p x .7'Qe 1084 # 1084 # min. stud thickness = 0.96 ins. Load Combo 5 Jamb load (1.0+.14Sds)D -992 # -992 # (based on T to grain bearing) 2'W/H Load Combo 8 Jamb load (0.6-.14Sds)D -400 # -400 # E _ """"'• psi 1.00 added down load{-) 0 # 0 # G = 40500 psi 0.002 + 0.032 Gross down load -2076 # -2076 # en = 0.0007 + 0.004 + 0.081 Lr Load Combo 5 Net uplift - 0.75 x dl = 340 # 340 # Footing data delta s = 0.12 Load Combo 8 Net uplift 0.46 x dl = 900 # 900 # F(a) soil = 1000 psf elta M = 0.48 Ao DTT2Z DTT2Z width = 1.00 ft. alta Lim= 2.43 Top rebar = 0.00 sq.ins. 0.00 sq.ins. depth = 1.50 ft. Opening Factor r= <> Bott. rebar = 0.02 sq.ins. 0.02 sq.ins. eff. depth = 14 in. 1.00 ;Joven Engineering McLaren -Huntley Residence Addition/Remodel Job # 601 A. P. O: Box 5098 53536 Avenida Vallejo by JV La Quinta, California 92248-5098 La Quinta, CA Date 07!01/2011 Phone 760 408-6441 George Lambert Sheet Lp of wT� 3t 11 > ver. 4-21-11' Retrieve/Save drive = C` work dir = 601A > wk4 Filespec: C;UOVEN\JOBS\2011\601A\CALC'S\11WDLA-2.WK4 Load drive= C: filespec = 11WdLat xwall Redundancy factor for" X" direction walls 1.30 X Walls Story Strength (max) _ 24459 "X" Shearwall - Line B adjustment %End Wall Condition if A or 1 E Between 5 & 6 ASCE 7 Sec. 12.3.4.2 a. ' Diaphragm no.= 4 Wind Seismic ... 1/0 Total Minus % Trib. width (1)= 0.00 ft. 1.000 1.000 -0 144 72.2 0.500 cdx or structl Tiib. width (2)= 0.00 ft. 1.000 1.000 0 Trib. width (3)= 0.00 ft. 1.000 1.000 0 Trib. width (4)= 6.00 ft. '0.000 1.000 1 Trib. width (5)= 0.00 ft. 1.000 1.000 0 Use wall type 1 "Y" Wind F(x) = 0 # x 1.00 USE 15/32 CDX . Plywood or O.S.B. Sheathing + added wind = ' 192 # = total "Y" wind = 192 # 1 side v wall = - - - - 7-> 63 Wit. "Y"seismic F(x)= 356 # x 1.00 Nailing: Edge- 8d @ 6 ° o.c. + added seismic = 0 # =.total "X" seismic = 356 # Field- 8d @ 12 " o.c. Total wall length 7.40 ft. y r, 463 # governs v allow= 260 #/ft. Stud depth = 3.50 in. Sill : 5/8" dia. anchor bolts @' 43 " o.c. Header Hgt.= 8 ft. with 2x Sill Plate Wall location trib rf dl= 22 Left lintel Wall length Right lintel Wall ht v wall = H/L = 2.0 trib width: 5.00 0.00 ft. 4.00 ft. 0.00 ft. 8.10 ft. 63 Wit. int./ext. = 0 / 1 Trib. dead load = 110 #/ft. 110 #/ft. 110 #/ft. h = 0 Resisting couple reduction wall loc, 1 Wall dead load = 2 #/ft. 121.5 #/ft. 2 #/ft. foldown Post Area 9 ins. left right = 16.5 Uplift p x .7•Qe 568 # 568 # min. stud thickness = 0.50 • ins. Load Combo 5 Jamb load (1.0+.14Sds)D -528 # -528 # (based on T to grain bearing) 2'W/H Load Combo 8 Jamb load (0:6-.14Sds)D -213 # -213 # E _ ••"••••• psi 0.99 added down load (-) 0 # 0 # G 40500 psi 0.003 + 0.017 Gross down load -1096 # -1096 It en 0.0001 + 0.001 + 0.213 Lr Load Combo 5 Net uplift - 0.75 x dl = 172 # 172 # Footing data delta s = 0.23 Load Combo 8 Net uplift 0.46 x dl = 470 # 470 # F(a) soil = 1000 psf ella M = 0.93 Ao DTT2Z DTT2Z width= 1.00 ft. 3Ita Lim= 2.43 Top rebar = 0.00 sq.ins. 0.00 sq.ins. depth = 1.50 ft. Opening Factor .. r= Bott. rebar = 0.00 sq.ins. 0.00 sq.ins. eff. depth = 14 in: 1.00 Wall location trib rf dl= 22 Left lintel Wall length Right lintel Wall ht v wall = H/L = 2.2 trib width: 5.00 0.00 ft. 3.75 ft. 0.00 ft. 8.10 ft. 63 #/ft. int./ext. = 0 P1 Trib. dead load = 110 #/ft. 110 #/ft. 110 #/ft. h = 0 Resisting couple reduction wall loci= 1 Wall dead load = 2 Wit. 121.5 #/ft. 2 #/ft. foldown Post Area 9 .ins. left right = 16.5 Uplift v x .7°Qe 577 # 577 # min. stud thickness = 0.49 ins. Load Combo 5 Jamb load (1.0+.14Sds)D -495 # :495 # (based on T to grain bearing) 2' W/H Load Combo 8 Jamb load (0.6-.14Sds)D -200 # -200 # E • I•• psi added down load (-) 0 # 0 # G, = 40500 psi 0.004 + 0.017 0.93 Gross down load -1072 # -1072 # en = 0.0001 + 0.001 '+ 0.227 Lr Load Combo 5 Net uplift - 0.75 x dl = 206 # 206 # Footing data delta s = 0.25 Load Combo 8 Net uplift 0.46 x dl = 485 # 485 # F(a) soil = 1000 psf ' elta M = 0.99 Ao DTT2Z DTT2Z width = 1.00 ft. �Ita Lim= 2.43 Top rebar = 0.00 sq.ins. 0.00 sq.ins: depth = 1.50 ft. Opening Factor r= Bott. rebar = 0.00 sq.ins. 0.00 sq.ins. eff. depth = 14 in. 1.00 <> 11 Joven Engineering McLaren -Huntley Residence Addition/Remodel Job # 601A P. O. Box 5098 53536 Avenida Vallejo by JV La Quinta, California 92248-5098 La Quinta, CA Date 07/01/2011 Phone 760 408-6441 George Lambert Sheet LID of > ver. 4-21-11 Retrieve/Save drive = C: work dir = 601A > wk4 Filespec: C:WOVEN\JOBS\2011\601A\CALC'S\11WDLA-2.WK4 Load drive = C: filespec = 11WdLat "X" Shearwall - Line C adjustment % End Wall Condition if A or 1 E Between 5 & 7 Diaphragm no.= 3 & 4 Wind Seismic ... 1/0 Total Minus % Trib. width.(1)= 0.00 ft. 1.000 1.000 0 1 1.0 0.000 Trib. width (2)= 0.00 ft. 1.000 1.000 0 Trib. width (3)=. 10.00 ft. 1.000 1.000 0 Trib. width (4)= 12.00 ft. 0.000 1.000 0 Trib. width (5)= 0.00 ft. 1.000 1.000 0 ® Use wall type 2 "Y" Wind F(x) = 1348 .# x 1.00 USE 15/32 CDX Plywood or O.S.B. Sheathing + added wind = . 0 # = total °Y" wind = 1348 # 1 side v wall = ------ > 347 #/ ft. "Y"seismic F(x)= 1601 # x 1.00 Nailing: Edge- 8d @ 4 "o.c. + added seismic = 0 # = total "X" seismic = 1601 # Field- 8d @ 12 ° o.c. Total wall length 6.00 ft. X r, 2081 # governs v allow= 350 #/ft. Stud depth = 3.50 in. Sill: 5/8" dia. anchor bolts @ 32 " o.c. Header HgL= 8 ft. with 2x Sill Plate Wall location trib rf dl= 22 Left lintel Wall length Right lintel Wall ht v wall = H/L = 1.4 trib width: 2.00 0.00 ft. 6.00 ft. 0.00 ft. 8.10 ft.347 #/ft. int./ext. = 0 / 1 Trib. dead load = 44 #/ft. 44 #/ft. 44 #/ft: h = 0 Resisting couple reduction wall loc.= 1 Wall dead load = 2 #/ft. 121.5 #/ft. 2 #/ft. loldown Post Area 9 ins. left right = 16.5 Uplift p x .7'Qe 2922 # 2922 # min. stud thickness = 1.61 ins. Load Combo 5 Jamb load (1.0+.14Sds)D -566 # -566 # (based on T to grain bearing) 2'W/H Load Combo 8 Jamb load (0.6-.14Sds)D -228 # 228 # E = """"" psi 1.00 added down load (-) 0 # 0 # G = 40500 psi 0.010 + 0.074 Gross down load -3488 # -3488 # en = 0.0039 + 0.024 + 0.119 Lr Load Combo 5 Net uplift - 0.75 x dl = 2497 # 2497 # Footing data delta s = 0.23 Load Combo 8 Net uplift 0.46 x dl = 2817 # 2817 # F(a) soil = 1000 psf elta M = 0.91 Ao HDU2 HDU2 width = 1.00 ft., 31ta Lim= 2.43 Top rebar = 0.09 sq.ins. 0.09 sq.ins. depth = 1.50 ft. Opening Factor r= Botl. rebar = 0.04 sq.ins. 0.04 sq.ins. eff. depth = 14 in. 1.00 I "X" Shearwall Line E adjustment % End Wall Condition if A or 1E Between 1 & 5 Diaphragm no.= 1 & 2 Wind Seismic ... 1/0 Total Minus % Trib. width (1)= 14.50 ft. 1.000 1.000 1 1 1.0 0.000 Trib. width (2)= 14.50 ft. 1.000 1.000 0 Trib. width (3)= 0.00 ft. 1.000 1.000 .0 Trib. width (4)= 0.00 ft. 0.000 1.000 0 Trib. width (5)= 0.00 ft. 1.000 1.000 0 Use wall tvoe 2 "Y" Wind F(x) = 2630 # x 1.00 USE 15/32 CDX Plywood or O.S.B. Sheathing + added wind = 558 # = total °Y" wind = 3188 # 1 side v wall = ------ > 333 #/ ft. "Y°seismic F(x)= 4807 # x 1.00 Nailing: Edge- 8d ® 4 ° o.c. + added seismic = 0 # = total °X" seismic = 4807 # Field- 8d @ 12 ° o.c. Total wall length 18.75 ft. X n 6249 # governs v allow= 350 #/ft. Stud depth = 3.50 in. Sill: 5/8" dia. anchor bolts @ 32 " o.c. Header HgL= 8 ft. with 2x Sill Plate Wall location trib rf dl= 22 Left lintel Wall length Right lintel Wall ht v wall = H/L = 0.6 trib width 8.50 0.00 fl. 12.75 ft. 0.00 it. 8.10 ft. 333 #/ft. int./ext. = 0 / 1 Trib. dead load = 187 #/ft. 187 #/ft. 187 #/ft. h = 0 Resisting couple reduction wall loc.= 1 Wall dead load = 2 Wit. 121.5 #/'t. 2 '#/ft. loldown Post Area 9 ins. left right = 16.5 Uplift n x .7'Qe 2610 # 2610 # min. stud thickness = 2.24 ins. Load Combo 5 Jamb load (1.0+.14Sds)D -2242 # -2242 # (based on T to grain bearing) 2'W/H Load Combo 8 Jamb load (0.6-.14Sds)D -905 If -905 # E _ •^•*•*••* psi 1.00 added down load () 0 # 0 If G =. 40500 psi 0.004 + 0.071 Gross down load -4852 # -4852 # en = 0.0035 + 0.021 + 0.056 Lr Load Combo 5 Net uplift - 0.75 x dl = 929 # 929 # Footing data delta s = 0.15 Load Combo 8 Net uplift 0:46, x dl = 2194 # 2194 # F(a) soil = 1000 psf elta M = 0:61 Ao HDU2 HDU2 width = 1.00 it. alta Lim= 2.43 Top rebar = 0.01 sq.ins. 0.01 sq.ins. depth = 1.50 ft. Opening Factor r= Bolt. rebar = 0.08 sq.ins. 0.08 sq.ins. eff. depth = 14 in. 1.00 o Wall location trib d dl= 22 Left lintel Wall length Right lintel Wall ht v wall = H/L = 1.4 trib width 8.50 0.00 ft. 6.00 ft. 0.00 ft. 8.10 ft. 333 #/ft. int.%ext. = 0 / 1 Trib. dead load = . 187 #/ft. 187 #/ft. 187 #/ft. h = 0 Resisting couple reduction wall loc.= 1 Wall dead load = 2 #/ft. 121.5 #/ft. 2 #/ft. loldown Post Area 9 ins. left right = 16.5 Uplift n x .7'Qe 2808 # 2808 # min. stud thickness = 1.78 ins. Load Combo 5 Jamb load (1.0+.14Sds)D -1055 # -1055 If (based on T to grain bearing) 2'W/H Load Combo 8 Jamb load (0.6-.14Sds)D -426 # -426 # E = """"" psi 1.00 added down load (-) 0 # 0 # G = 40500 psi 0.010 + 0.071 Gross down load -3863 # -3863 # en = 0.0035 + 0.021 + 0.119 Lr Load Combo 5 Net uplift - 0.75 x dl = 2016 # 2016 # Footing data delta s = 0.22 Load Combo 8 Net uplift 0.46 x cil = 2612 # 2612 # F(a) soil = 1000 psf elta M = 0.88 Ao HDU2 HDU2 width = 1.00 ft. -Ita Lim= 2.43 Top rebar = 0.06 sq.ins. 0.06 sq.ins. depth = 1.50 ft. opening Factor r= Bolt. rebar = 0.05 sq.ins. 0.05 sq.ins. eft. depth = 14 in. 1.00 JEJoven Engineering r McLaren -Huntley Residence Addition/Remodel Job # P: O. Box 5098 53536 Avenida Vallejo by La Quinta, California 92248-5098 La Quinta, CA Date Phone 760 408-6441 George Lambert Sheet > ver. 4-21-11 Retrieve/Save drive = C: > wk4 Filespec: C:UOVEN\JOBS\2011\601A\CALC'S\11WDLA-2.WK4 Load drive = C: "X" Shearwall Diaphragm no.= Trib. width (1)= Trib. width (2)= Trib. width (3)= .Trib. width (4)= Trib. width (5)= °Y" Wind F(x) = + added wind = °Y°seismic F(x)= + added seismic = Total wall length Stud depth = Header Hgt.= Wall location int./ext. = 0 / 1 wall loc, 1 Line F adjustment % End Wall Condition if A or 11 left Wind Seismic ... 1/0 Total Minus 0.00 ft. 1.000 1.000 0 0.00 ft. 0.000 1.000 0 23.00 ft. 1.000 1.000 0 0.00 ft. 0.000 1.000 0 0.00 it. 1.000 1.000 0 3099 # x 1.00 0 # 0 It = total "Y" wind = 3099 # governs_ 2043 # x 1.00 0 # = total °X" seismic = 2043 # 8.00 ft. X V 2656 # 3.50 in. Net uplift 0.46 x dl = 3294 # 8 it. 3294 # psi 0.011 Between 5 & 7 601A JV 07/01/2011 L11 of work dir = 601 A filespec = 11 WdLat V Use wall type 3 USE 15/32 CDX Plywood or O.S.B. Sheathing 1 side v wall = - - - - - - > 387 #/ ft. Nailing: Edge- 8d @ 3 ° o.c. Field- 8d @ 12 ° o:c. v allow= 490 #/ft. Sill: 5/8' dia. anchor bolts @ 28 " o.c. with 3x Sill Plate trib rf dl= 22 Left lintel Wall length Right lintel trib width. 5.00 0.00 It. 8.00 ft. 0.00 ft. Trib. dead load = 110 #/ft. 110 #/ft. 110 #/ft. Wall dead load = 15 #/ft. 135 #/ft.• 15 If/ft. Wall ht v wall = left H/L = right 9.00 ft. Uplift p x .7"Qe 3501 # int./ext. = 0 / 1 3501 # Load Combo 5 Jamb load (1.0+.14Sds)D -1117 # 1102 # -1117 # Load Combo 8 Jamb load (0.6-.14Sds)D -451 # 2879 # -451 # = 16.5 added down load (-) 0 # -363 If 04 min. stud thickness = 2.13 Gross down load -4618 # -4618 # Load Combo 5. Net uplift - 0.6 x dl = 2831 # 2•W/H 2831 # Load Combo 8 Net uplift 0.46 x dl = 3294 # 1.00 3294 # psi 0.011 + HDU4 2811 # HDU4 + 0.019 Top rebar = 0.12 sq.ins. Lr 0.12 sq.ins. 0.10 sq.ins. Bolt. rebar= 0.08 sq.ins. 0.04 sq.ins. 0.08'sq.ins. "X" Shearwall 'Line H adjustment % End Wall Condition if A or 11 Diaphragm no.= 1 & 2 Wind Seismic ... 1/0 Total Minus Trib. width (1)= 14.50 ft. 1.000 1.000 1 Opening Factor r=. Trib. width (2)= 14.50 ft. 1.000 1.000 0 1.00 Trib. width (3)= 0.00 ft. 1.000 1.000 0 Trib. width (4)= 0.00 it. 0.000 1.000 0 Trib. width (5)= 0.00 ft. 1.000 1.000 0 °Y" Wind F(x) = 2630 If x 1.00 + added wind = 558 # = total °Y" wind = 3188 # "Y°seismic F(x)= 4807 # x 1.00 + added seismic = 0 # = total "X" seismic = 4807 # Total wall length 22.00 ft. X r, 6249 #governs Stud depth= 3.50 in. Header Hgt.= 8 ft. Wall ht v wall = Wall length H/L = 1.1 9.00 ft. 387 #/ft. 0.00 it. int./ext. = 0 / 1 Trib. dead load = 110 #/ft. 110 Wit. 110 #/ft. h = 0 Resisting couple reduction 1102 # left loldown Post Area 9 ins. Uplift n x .7'Qe 2879 # 2879 # = 16.5 Jamb load (1.0+.14Sds)D -363 # -363 If Load Combo 8. min. stud thickness = 2.13 ins. -146 # (based on T to grain bearing) 0 # 2•W/H E= ********** psi Load Combo 5 Net uplift - 0.75 x dl = 1.00 G = 40500 psi 0.011 + 0.092 2811 # en = 0.0028 + 0.019 + 0.128 Lr Footing data 0.10 sq.ins. delta s = 0.25 0.04 sq.ins. F(a) soil = 1000 psf elta M = 1.00 Ao width = 1.00 ft. )Ita Lim= 2.70 depth = 1.50 ft. Opening Factor r=. eff. depth = 14 in. 1.00 Between 1 & 5 Use wall type ' 2 USE 15/32 CDX Plywood or O.S:B. Sheathing 1 side v wall = - -.- - - - > 284 #/ ft. Nailing: Edge- 8d @ 4 ° o.c. Field- 8d @ 12 " o.c. v allow= 350 #/ft. Sill: 5/8° dia. anchor bolts @ 32 " o.c. with 2x Sill Plate Wall location trib rf dl= 22 Left lintel Wall length Right lintel -1518 # trib width: 5.00 0.00 ft. 2.75 it. 0.00 it. int./ext. = 0 / 1 Trib. dead load = 110 #/ft. 110 Wit. 110 #/ft. wall loc.= ., 1 Wall dead load = 2 #/ft. 121.5 #/ft. 2 #/ft. .1102 # 1102 # left right HDU2 Uplift n x .7'Qe 2879 # 2879 # Load Combo 5 Jamb load (1.0+.14Sds)D -363 # -363 If Load Combo 8. Jamb load (0.6-.14Sds)D -146 # -146 # added down load () 0 # 0 # Gross down load -3242 # -3242 # Load Combo 5 Net uplift - 0.75 x dl = 2607 # 2607 # Load Combo 8 Net uplift 0.46 x dl = 2811 # 2811 # en = 0.0022 + 0.014 HDU2 HDU2 0.259 Top rebar = 0.10 sq.ins. 0.10 sq.ins. delta s = Bolt. rebar = 0.04 sq.ins. 0.04 sq.ins. Wall location int./ext. = 0 / 1 wall loc.= 1 Load Combo 5 Load Combo 8 Load Combo 5 Load Combo 8 trib rf dl= 22 Left lintel trib width: 5.00 0.00 ft. Trib. dead load = 110 #/ft. Wall dead load =. 2 #/ft. Uplift p x .7'Qe Jamb load (1.0+.14Sds)D Jamb load (0.6-.14Sds)D added down load (-) Gross down load Net uplift - 0.75 x dl = Net uplift 0.46 x dl = Top rebar = Bott. rebar = Wall length Right lintel 11.50 ft. 0.00 fl. 110 #/ft. 110 #/ft. 121.5 #/ft. 2 #/ft. left right. 2240 # 2240 # -1518 # -1517 # -612 # -612 # 0# 0# -3757 # -3757 # .1102 # 1102 # 1958 # 1958 # HDU2 HDU2 0.02 sq.ins. 0.02 sq.ins. 0.05 sq.ins. 0.05 sq.ins. Wall ht v wall = min. stud thickness = H/L = 2.9 8.10 ft. 284 #/ft. G = 40500 psi 0.004 en = 0.0022 h = 0 Resisting couple reductior. F(a) soil = 1000 psf foldown Post Area 9 ins. depth = 1.50 ft. eft. depth = = 16.5 min. stud thickness = 1.49 ins. (based on T to grain bearing) 2"W/H E= ********** psi 0.68 G = 40500 psi 0.018 , + 0.061 en = 0.0022 + 0.014 + 0.259 Lr Footing data delta s = 0.35 F(a) soil = 1000 psi elta M = 1.41 Ao width = 1.00 ft. )Ita Lim= 2.43 depth = 1.50 ft. Opening Factor r= eff. depth = 14 in. 1.00 Wall ht v wall = 8.10 it. 284 #/ft. h = 0 Resisting couple reduction loldown Post Area 9 ins. = .16.5 0.061 min. stud thickness = 1.73 (based on T to grain bearing ) E= ......... psi elta M = G = 40500 psi 0.004 en = 0.0022 + 0.014 Footing data 1.00 F(a) soil = 1000 psf width = 1.00 ft. depth = 1.50 ft. eft. depth = 14 in. ins. H/L = 0.7 2'W/H 1.00 + 0.061 + 0.062 delta s = 0.14 elta M = 0.56 )1ta Lim= 2.43 - Opening Factor r= 1.00 Lr Ao Engineering. McLa;4 rrHuntley Residence Addition/Remodel Job # EJoven P. O. Box 5098 La Quinta, California 92248-5098 Phone 760 408-6441 53536 Avenida Vallejo La Quints, CA George Lambert by Date Sheet > ver. 4-21-11 ioldown Post Area Retrieve/Save drive = C: > wk4 Filespec: C:WOVEN\JOBS\2011\601A\CALC'S\11WDLA-2.WK4 Load drive = C: "X" Shearwall Line J adjustment % End Wall Condition if A or 1 E Diaphragm no.= 3 Wind Seismic ... 1/0 Wall location trib rf dl= 22 Left lintel Wall length Right lintel ioldown Post Area trib widtho 5.00 0.00 ft. 9.00 ft. 0.00 ft. int./ext. = 0 / 1 Trib. dead load = 110 #/ft. 110 0/ft. 110 #/ft. wall loc.= 1 Wall dead load = 2 #/ft. 121.5 #/ft. 2 #/ft. Trib. width (4)= 0.00 ft. 1.000 left right Trib. width (5)= Uplift r) x .7'Qe 2284 # 2284 # Load Combo 5. Jamb load (1.0+.14Sds)D -1188 # -1188 # Load Combo 8 Jamb load (0.6-.14Sds)D -479 # 4794 1199 # x 1.00 added down load (-) 0 # 0 # 0 # = total °X° seismic Gross down load -3472 # -3472 # Load Combo 5 Net uplift - 0.75 x dl = 1393 # 1393 # Load Combo 8 Net uplift 0.46 x dl = 2064 # 2064 # 7 ft. eff. depth = HDU2 HDU2' Wall location Top rebar = 0.03 sq.ins. 0.03 sq.ins. Bott. rebar = 0.04 sq.ins. 0.04 sq.ins. "X" Shearwall Line J adjustment % End Wall Condition if A or 1 E Diaphragm no.= 3 Wind Seismic ... 1/0 Total Minus % Trib. width (1)= 0.00 ft. 1.000 1.000 0 ioldown Post Area Trib'. width (2)= 0.00 ft. 1.000 1.000 0 = 16.5 Trib. width (3)= 13.50 ft. 1.000 1.000 1 min. stud thickness = 1.60 Trib. width (4)= 0.00 ft. 1.000 1.000 0 bearing ) Trib. width (5)= 0.00 ft. 1.000 1.000 0 psi "Y° Wind F(x) = 1819 # x 1.00 G = 40500 USE + added wind = 105 # = total °Y° wind = 1924 # governs °Y"seismic F(x)= 1199 # x 1.00 0.079 Footing data + added seismic = 0 # = total °X° seismic = 1199 # F(a) soil = Total wall length 3.52 it. X p 1559 # width = Stud depth = 3.50 in. 2.43 depth = Header Hgi.= 7 ft. eff. depth = 14 in. Wall location trib d dl= 22 Left lintel Wall length Right lintel trib width: 8.75 0.00 ft. 2.67 it. 0.00 ft. int./ext. = 0 / 1 Trib. dead load = 192.5 #/ft. 192.5 #/ft. 192.5 #/ft. wall loc- 1 Wall dead load = 17 #/ft. 121.5 #/ft. 17 #/ft. left right Uplift n . x .7'Qe 5603 # 5603 # Load Combo 5 Jamb load (1.0+.14Sds)D -478 # -478'# Load Combo 8 Jamb load (0.6-.14Sds)D -193 # -193 # added down load (-) 0 # 0 # Gross down load -6081 # -6080 # Load Combo 5 Net uplift - 0.6 x dl = 5316 # 5316 # Load Combo 8 Net uplift 0.46 x dl = 5514 # 5514 # HDU5 HDU5 Top rebar = 0.41 sq.ins. 0.41 sq.ins. Bolt. rebar = 0.13 sq.ins. 0.13 sq.ins. Wall location trib rf dl= 22 Left lintel Wall length Right lintel trib width. 8.75 0.00 ft. 2.67 fl. 0.00 it. int./ext. = 0 / 1 Trib. dead load = 192.5 #/ft. 192.5 #/ft.' 192.5 #/ft. wall.loc.= 1 Wall dead load = 17 Wit. 121.5 #/ft. 17 #/ft. I left right Uplift p x .7°Qe 5603 # 5603 # Load Combo 5 Jamb load (1.0+.14Sds)D -478 # -478 # Load Combo 8 Jamb load (0.6-.14Sds)D -193 # -193 # added down load (-) 0 # 0 # Gross down load -6081 # -6080 # Load Combo 5 Net uplift - 0.6 x dl = 5316 # 5316 # Load Combo 8 Net uplift 0.46 x dl = 5514 # 5514 # HDU5 HDU5 Top rebar = 0.41 sq.ins. 0.41 sq.ins. Bolt. rebar = 0.13 sq.ins. 0.13 sq.ins. 601A JV .07/01/2011 LIZ. Of work dir= 601A filespec = 11 WdLat Wall ht v wall = H/L = 0.9 8.10 It. 284 #/it. h= 0 Resisting couple reduction ioldown Post Area 9 ins. = 16.5 min. stud thickness = 1.60 ins. (based on T to grain bearing ) E=*'******** psi G = 40500 psi 0.005 + 0.061 en = 0.0022 + 0.014 + 0.079 Footing data deltas = 0.16 F(a) soil = 1000 psi elta M = 0.64 width = 1.00 ft. )Ita Lim= 2.43 depth = 1.50 ft. Opening Factor r= eff. depth = 14 in. 1.00 Between 5 & 7 Use wall type 4 75/32 CDX .Plywood or O.S.B. Sheathing 1side vwall=------> 547 #/ft. Nailing: Edge- 8d @ 2 ° o.c. Field- 8d @ 12 " o.c. wallow= 640 #/ft. Sill: 5/8° dia. anchor bolts ® 22 ° o.c. with 3x Sill Plate Wall ht v wall = H/L = 8.10 ft. ' 547 #/ft. h = 0 Resisting couple reduction loldown Post Area 9 ins. = 16.5 min. stud thickness = 2.80 ins. '(based on T to grain bearing ) E_ ...°.°** psi G = 40500 psi 0.034 + 0.114 en = 0.1166 + 0.708 + 0.349 Footing data delta s = 1.21 F(a) soil = 1000 psi elta M = 4.82 width = 1.00 ft. alta Lim= 2.43 depth = 1.50 fl. Opening Factor I='. eff. depth = 14 in. 1.00 2•W/H 1.00 Lr Ao 3.0 2'W/H 0.66 Lr Ao Wall ht v wall = H/L = 3.0 8.10 ft. 547 #/ft. h = 0 Resisting couple reduction loldown Post Area 9 ins. = 16.5 min. stud thickness = 2.80 ins. (based on T to grain bearing ) E= """ psi G = 40500 psi 0.034 + 0.114 en = 0.1166 + 0.708 + 0.349 Footing data delta s = 1.21 F(a) soil = 1000 psi elta M = 4.82 width = 1.00 ft. �Ita Lim= 2:43 depth = 1.50 fl. Opening Factor r= eff. depth = 14 in. 1.00 2'W/H 0.66' Lr Ao Combined stress analysis: OK Fcex = Fce = 615 psi.(fc/F'c)"2+(1/(1-fc/Fcex))(fbx/F'bz) <= 110 fc < FceOK 0.21 < = 1.33 See also eq. 3.9-3,. pg. 21, NDS 2005 233 psi 615 psi Use Single 2x4 (df #1) Each side of existing 2 1 /2" x 2 12" post Existing Post sawn05a > > options: glb, tii, lam, conc, masonry, steel 8t csteel Combined wet/hot use factors dFl05prp size grade area sect Inertia width depth Fb > JOVEN ENGINEERING Project McLaren -Huntley Residence Addition/Remodel Job # 601A 3.3 2.50 2.50 1500 P. 0. Box 5098 53530 Avenida Vallejo by JV P =lambda Kzt 1 p30" La Quinta, California 92248-5098 E La Cluinta, CA \ 1.21 Date 07/01/2011 - Phone (760) 408-6441 George Lambert .4 Sds =' Sheet PI of > ver. 6-30-11 I = . 1.0 Ip = Retrieve/Save drive = C: work dir = 661A > wk4 Filespec: C:UOVEN\JOBS\2011\601A\CALC'S\POST20-1.WK4 Zone = B Load drive = C: filespec = Post 201 StudWall Post for axial, bending, and combined.stresses. Width of stud: 2.50 in P._ 13.4 psf WP = Existing Post plus + ,reinforcement Area of stud: 6.25 in A2 sawn05a > > options: glb, iji, lam, conc, masonry, steel 81 csteel Sx of stud: 2.60 in A3 Combined wet/hot use factors dFl05prp size grade area sect Inertia width depth Fb > Ft > Fv FcT Fc II E Fb Ft Fv Try > > 3x4# 1 (df # 1) 13.75 5.73 7.2 5.50. 2.50 1500 1013 90 625 1668 2E+06 1.00 1..0 1.00 Dead Load: 1603 lbs. P = lambda Kzt I p30" Seismic force on wall Fp=.4Sds 1 (1+3(hx/hr))Wp Tributary to wall: 2.00 ft \ 1.21 1.00 Repetitive member factor Sds = 1.0, hx=hx Fp(top) = 17.14 psf Stud spacing: 1.00 It Kzt = 1.0• Bending analysis: OK .4 Sds = 0.40 hx=0 Fp(btm)'= 4.29 psf • Height of wall: 6.00 f1 1= 1.0 P = 1530 If DL'SPACING'TRIB Ip = 1.00 Fp(min) = 1.50 psf Thickness of stud: 2.50;in Zone = B V" = 13.4 #/ft LATERAL'SPACING (le/d)"2 = 1129 Fp(ave)= 12;86 psf Width of stud: 5.50 in P= 13.4 psf Wp = 15.0 psf Fp(design) = 12.86 psf Area of stud: 13.75 inA2 Fce = 452 psi Sx of stud: 12.60 inA3 Fce/Fc' = Modification Factors: Allowable bending Fb = 1500 psi ' 0.1896 fbx/Fb Cd = 1.33'Load duration factor Allowable Comp. Fc = 1668 psi Cf = 1.00 Size factor, 1.3 for 2x6, 1.5 for 2x4, bending only Modulus of elasticity E = 1700 ksi • Cr = 1.00 Repetitive member factor Lateral force = 13.4' psf SIESMIC GOVERNS Combined stress analysis: OK Bending analysis: OK Axial analysis: OK fc < Fce OK P = 3206 # DL'SPACING'TRIB f_c = 233 psi 245 psi 452 psi W = 13.4 #/ft LATERAL'SPACING (le/d)"2 = 829 (le/d) = 29 < 50 OK M = 60.3 It # w'LA2/8 Fc' = 2218 psi f b = . 57.4 psi (M'12)/Sx Fce = 615 psi F'b = 1995.0 psi FWCd'Cf'Cr Fce/Fc' =. 0.2772 0.0288 fbx/Fb (1 +Fce/Fc •)/2c = 0.7983 See also a 3.9-3 q. , pg. 21, NDS 2005 Cp = 0.2591 Cp = (1 +Fce/Fc)/2c - sgrt(((1 +Fce/Fc)/2c)"2 - (Fce/Fc)/( F'c = 575 psi Combined stress analysis: OK Fcex = Fce = 615 psi.(fc/F'c)"2+(1/(1-fc/Fcex))(fbx/F'bz) <= 110 fc < FceOK 0.21 < = 1.33 See also eq. 3.9-3,. pg. 21, NDS 2005 233 psi 615 psi Use Single 2x4 (df #1) Each side of existing 2 1 /2" x 2 12" post Existing Post sawn05a > > options: glb, tii, lam, conc, masonry, steel 8t csteel Combined wet/hot use factors dFl05prp size grade area sect Inertia width depth Fb > Ft > Fv FcT Fc II E Fb Ft Fv Try >> 3x4#1 (df # I) 6.25 2.60 3.3 2.50 2.50 1500 1013 90_ 625 1668 2E+06 1.00 ' 1.0 1.00 Dead toad: 765 lbs ' P =lambda Kzt 1 p30" Seismic force on wall Fp=.4Sds f (1+3(hx/hr))Wp Tributary to wall: 2.00 It \ 1.21 Sds = 1.0 hx=hx Fp(top) = 17.14 psf Stud. spacing: 1.00 It KA = 1.0 .4 Sds =' 0.40 hx=0 Fp(btm) = 4.29 psf Height of wall: 7.00' ft I = . 1.0 Ip = 1.00 Fp(min) = 1.50 psf Thickness of stud: 2.50 in Zone = B psf Fp(ave) = 12.86 psf Width of stud: 2.50 in P._ 13.4 psf WP = 15.0 psf Fp(design) = 12.86 psf Area of stud: 6.25 in A2 Sx of stud: 2.60 in A3 Modification Factors: Allowable bending Fb = 1500 psi Cd = 1.33 Load duration factor Allowable comp. Fc = 1668.psi Cf = 1.00 Size factor, 1.3 for 2x6, 1.5 for 2x4, bending only Modulus of elasticity E _ .1700 ksi Cr = 1.00 Repetitive member factor Lateral force = 13.4 psf SIESMIC GOVERNS Bending analysis: OK Axial •analysis: OK, P = 1530 If DL'SPACING'TRIB f_c = 245 psi V" = 13.4 #/ft LATERAL'SPACING (le/d)"2 = 1129 .(le/d) _ 34 < 50 OK M = 82.1 It # w'LA2/8 Fc' = 2218 psi f b = 378.2 psi (M'12)/Sx Fce = 452 psi F'b = 1995.0 psi FB'Cd'Cf'Cr Fce/Fc' = 0.2037 ' 0.1896 fbx/Fb 0 +Fce/Fc ')/2c = 0.752 See also eq. 3.9-3, q pg. 21, NDS 2005 Cp = 0.1943 Cp = (1 +Fce/Fc)/26 - sgrt(((1 +Fce/Fc)/2c)"2 - (Fce/Fc)/( • F'c = 431 psi Combined stress analysis: OK Fcex = Fce = 452 psi (fc/Fc)-2+(1/(1-fc/Fcex))(fbx/Fbx) <= 1.0 fc < Fce OK 0.74 < = 1.33 See also eq. 3.9-3, pg. 21, NDS 2005 245 psi 452 psi Use 3x3 (df #1) Post EXHIBIT CALLE COLIMA O M LTJ N89'58'00"W 80.01' J Q X89'59'00" LOT 24 W R=20.00 , BLOCK 2JO Co UNIT NO. 22 0;(D W o L=31.41�ANTA CARAIEUTA ATo c J o o VALE LA OUINTA . 1.45 u 0 1 Q o AIB 20/24 Z C) 0 30' N89'58'00"W 100:00' EXISTING BLOCK WALL 2,3 2 , NOTE: ALL BEARINGS AND DISTANCES ARE RECORD AND MEASURED PER MB 20/24. INDICATES SET PLASTIC PLUG STAMPED ,LS 6687 IN EXISTING OPEN 1" I.P. LOCATION ACCEPTED PER <MB 20/24. INDICATES SET 1" I.P. W/ PLASTIC PLUG STAMPED LS 6687. SCALE, 1"=40' 0 20 40 80 120 RESULTS OF SURVEY MI�nn f�MI�� a PREPARED BY: � LAND Svc K L�L�L5HER LNUG=JIr'L�omg KE[CF�F��o� 78-080 CALLS AMIGO, SUITE 102 LA OUINTA, CA " 92253 No. 6687 760-219-0886 - . 760-262-J000 262-3000 (FAX) ----=-----------=------- --- dale@kellehermapping.com � DS 6687 LLEHER, EXP. 6=30-12 rgTF OF CA��F� I CORNER RECORD ` Document Number City of LA QUINTA Count of RIVERSIDE County ,California Brief Legal Description LOT 24 BLK 230 SANTA CARMELITA VALE LA QUINTA UNIT 22 MB 20/24 IN THESE 1/4 SEC 12 T6S R6E SBM (Include Sec., Twp., Rge.,and Meridian or Rancho) A.P.N. 774-123-001 LOCATION CORNER TYPE COORDINATES S.C.V.L.Q. UNIT 22 (Optional) (MB 20/24) N. Government Corner ❑ Control ❑ E. E. Meander ❑ Property ® Zone NAD27 ❑ NAD83 ❑ Rancho ❑ Other ❑ NAD83 EPOCH Date of Survey 9/20/2011 Elev. Vert. Datum: NGVD29 ❑ NGVD88 F-1 Meas. Units: Metric ❑ Imperial ❑ Corner--- Left as found ® Found and tagged ❑ Established ❑ Reestablished ❑ Rebuilt❑ Identification and type of corner found: Evidence used to identify or procedure used to establish the corner: SEE SHEET 2 A description of the physical condition of the monument as found and as set or reset: SEE SHEET 2 SURVEYOR'S STATEMENT vv��P�E KE( This Corner Record was prepared by me or under my direction in conformance with the Land Surveyors' Act on SEPTEMBER 20 20 11 . - Signed L.S. or R.C.E. Number L.S. 6687 COUNTY SURVEYOR'S STATEMENT This Corner Record was received and filed Signed County Surveyor's Comment I:\DGN\CHARTS\FORM.DGN (5/00) 20_ Title Page 1 of 2 20_ and examined No. 6687 11-0209 . CALLE 5s oo wOL260-00 _ .. o ' M 24 1 I 23 2 I 22 3 30' 21 4 30' SCALE 1"=100' p 50. 100 200 300 �O 20 5 0 o0 0 toC$ J (0* 19 6 Q w � Q I �w o W 0 18 7 0 LLJ MCDW U J D Z = z 17 8 LLI I J I 16 9 Q U 15 10 I 14 11 I 13 12 N89'58'00"W M 260.00' CALLE ARROBA CALLE COLIMA M o' W N89'58'00"W 80.01' J . I Q A--89'59'00" LOT 24 0 R=20.00' LOCKIT No o M Cl ``' L=31.41-' 4' SANTA CARMEIJTA AT o J M 5 VALE LA QUINTA Z Q o M MB 20/24 0 U � I 30, N89 58,00"w 100.00' NOTE: ALL BEARINGS AND DISTANCES ARE RECORD AND MEASURED PER MB 20/24. INDICATES SET PLASTIC PLUG STAMPED LS — 6687 IN EXISTING OPEN 1" I.P. LOCATION ACCEPTED PER MB 20/24. INDICATES SET 1" I.P. �— W/ PLASTIC PLUG STAMPED LS 6687. FND 1" I.P. W/ --�- PLASTIC PLUG, ILLEGIBLE, ACCEPTED AS PER MB 20/24. SCALE 1"=40' p 20 40 gp 120 A 7J..OVEN ENGINEERING S t r u c t u r a l E n g i n e e r i n g P.O. Box 5098 La Quinta, CA 92248-5098 _(760) 408-6441 August 19, 2011 Job No. 11-601A City of La Quinta Building& Safety Department` 78-495 Calle Tampico La Quinta, CA 92253-1504 Attn. Department of Building and Safety Ref: Huntley -McClaren Residence Addition 53350 Avenida Vallejo La Quinta, CA SEP 07.2011 Subject: Roof Truss Calcs By Dear Sirs, We have been provided with Truss Calculations package provided by Spates Fabricators to be used for.referenced project. We have reviewed Truss layout and Calculations and find them to be in general agreement with the design intent for this- project. If you have further questions, please feel free to call. S ' Sincerely, loven Engineering Jose h R. Venuti, C.E. 41210 C>JOVFN JOBS 21111 601A TRUSSR-I.UPO