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13-1053 (RER)P.O. BOX 1504 78495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 13-00001053 Property Address: 47385 VIA CORDOVA -APN:643-100-026-205 -26152 - Application description: REMODEL - RESIDENTIAL Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 30000 Tdv14.4Q" BUILDING & SAFETY EPARTMENT ' BUIL6MIT Applicant: Architect or Engineer: -------------------------------------------------- ICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License Clas B Li nse No.:. 883209 /I''`` / t Da/te:�— lV 1 Contractor`.- OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001: (_) 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvementis'sold within . one year of completion, the owner -builder- will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Seca 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed - pursuant to the Contractors' State License Law :l. ( 1 I am exempt under Sec. , B.&P.C. for this reason - Date: Owner: - CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the `work for which this permit is issued (Sec. 3097, Civ. C.). ' Lender's Name: Lender's Address: LQPEnITT D VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 10/31/13 Owner` TORREZ 47-385 VIA CRDOVA LA QUINTA, CA 92253 4 Contractor: TEAM SUN CONSTRUCTION -- 40101 MONTEREY AVE, B-1 #324 RANCHO MIRAGE, CA 92270 (760)324-5592 Lic. No.: 883209' --------------- - - - WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificaie of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: , Carrier PT Policy Number EXEMPT certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should be me subject to the workers' compensation provisions of Section 3700 of the Labor Cod Ifo with comply with those provisions. _ Dater Applicaht: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county enter upon the above-mentioned property furpose Date:. / [ ' 0 Signature (Applicant or Agentl: � Application Number 13-00001053 Permit . . . REMODEL 2013 Additional desc . Permit Fee91:52 Plan Check Fee :00 - Issue Date . . . Valuation 0 Expiration Date 4/29/14 Qty Unit'Charge Per Extension 1.00 48.6200 LS MISC REMODEL, 1ST 100 SF 48.62 2.00 21.4500 EA MISC REMODEL, ADDL 500 SF 42.90 Permit . . . PLUMBING 2013 Additional desc . Permit Fee. . . . . 11.92 Plan Check Fee .00 Issue Date Valuation _ . . . 0 Expiration Date 4/29/14 Qty Unit Charge Per Extension 1.00 11.9200 ---------------------------------------------------------------------------- LS PLBG GAS SYS, 1-4 OUTLETS 11.92 Permit . . MECHANICAL 2013 Additional desc . Permit Fee 23.84 Plan Check Fee .00 Issue Date . . . . Valuation. 0 Expiration Date 4/29/14 Qty Unit Charge Per Extension 1.00 11.9200 EA MECH APPL REP/ALT 11.92 1.00 11.9200 ---------------------------------------------------------------------------- EA MECH EXHAUST HOOD 11.92 Permit ELECTRICAL 2013 Additional desc . Permit Fee . . . . 23.83 Plan CheckFee .00 Issue Date •. . . . Valuation . . . . 0 Expiration Date 4/29/14 Qty Unit Charge Per Extension 1.00 ?1 wine LS ELEC FIXTUREC; FIRCT 20 23.83 ----------------------------------------------------------------------------- Special Notes and Comments REMODEL TO EXISTING RESIDENCE, NEW - KITCHEN, 4 WINDOW REPLACEMENTS, AND INTERIOR REMODEL. October 31, 2013 10:09:07 AM jjohnson. Other Fees . . . . • • • • . BLDG STDS ADMIN (SB1473) 1.00 LQPERMIT , r i J Application Number 13-00001053 ------------- - -------- Other Fees -- - - - -- HOURLY`PLAN CHECK 367.50 PLAN CHECK, ELECTRICAL 23.83 - PLAN CHECK, REMODEL r 167.31 PLAN CHECK, MECHANICAL 9.54 - ` PLAN CHECK, PLUMBING- 23.83..*, , STRONG MOTION_ (SMI), -.RES 3.00 - Fee summary Charged Paid Credited Due Permit Fee 151.11 00 00 151.11 _Total Plan Check Total .00 .00 ..00" .00 Other Fee -Total '596.01 .00 .00 596.01 Grand Total 747.12 .00- .00 747.12 LQPERMIT - a CITY, OF LA QUINTA-SUB-CONTRACTOR LIST JOB ADDRESS PERMIT NUMBER OWNER. BUILDER. This form shall be costed 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. For each applicable trade, all information requested below must be completed by applicant. "On File" is not an acceptable response. ade sifica i :., Tr Clas do -.. Cont or :: , :., .. , State::Con •....::.::.:;:: tractor .s License .. :.:....... :.. :.....:..::....: .: :. ::....:; .: Workers Compgossatign..nsurance:::; `:: `' : ;>:::':..;`:: :.:..:: City Business License <:.... Company Name Classification (e.g. A, B, C-8) License Number (xxxxxx) Exp. Date (xx/xx/)tx) Carrier Name (e.g. State Fund, CalComp) Policy Number (Format Varies) Exp. Date (xx/xx/xx) License Number (xxxx) Exp. Date (xx/xx/xx) RTHWORK (C712) ..:. ! �l - aw It 33 tp 2- 570cl3 1115 ! /V0 �" �`4•- S/G✓� Y67333 / ! �a // z7 7 �i l FRAMING STRUCT::STEEL (G- 51) lGi7 ri �� C 23 C SJ 2,(pS S S NtrL 7ld000SrYA'2� /o r /3 ! - 0000S9S S-3/ MASONRY (C•29) PLUMBINC3 (C -36j I_AT11; PLASTER (C.:35) DRYWALL (C-9)..:: ;A «-Zo) :.:.:.: ::: 015: 62-0 00�_1 WY On *10C Gvl`/v /yW6 ?2 11,00Y /Y avo//S3 � ..;'..ECTRICAL. (C=1 O)' ; ..: lJ^ /TCC C' IPC�rr ROOFING' 1C=39)::: SHEET•METAL (C43)` iRING (C=:15).:.t/c/ylPrl / C ! Z al' G✓Lf �SY/�/ Z�/// OUOQ Z3l" / i zlNc 7.S 1 L/ U �L 3l Az1 �?dO Z INSULATION (C72).-.'..`. �� ?iso ..2 SEWAGE DISP•(C-42) ` �'�� k_0 - NTING (C-33) a%'nm6l1 a il�fJf-� CERAMIC TILE (C-54) CABINETS (C-6) FENCING (C713) DSCAPING (C=27)::-::: �G • f' CP C/o 6 (`� O 3/l 'EG �71 ?�ow.0 a�//3 l l l/'OVGOS3S 3/ I. POOL (C-53).. 1 BUILDING ENERGY ANALYSIS REPORT PROJECT: TORRES RESIDENCE's ALTERATION 47-385 VIA CORDOVA LA QUINTA, CA 92253 Project Designer: CONTRERAS DESIGN ASSOCIATES 74-818 Velie Way suite # 3 Palm Desert, Ca 92260 760 851.0562 Report Prepared by: ARMANDO CHAVEZ TITLE 24 OF THE DESERT 44890 SEELEY DR LA QUINTA, CA 92253 760 278.1840 i-ly IIIL241h III0.50T r nitl�-; ar"UrLrI_zJob Number:2013-CD-018CIT� Date: COMMUNITY DEVELOPMENT 9/27/13 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 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC—www.energysoft.com. EnergyPro 5.1 by EnerqySott User Number: 20648 RunGode. 2013-09-27TR¢:53.38 ID.- 2013-CD-018 TABLE OF CONTENTS I PERFORMANCE CERTIFICATE: Residential Part 1 of 5) CF-1 R Project Name TORRES RESIDENCE'S ALTERATION Building Type m Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 9/27/13 Project Address 47-385 VIA CORDOVA LA QUINTA California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 3,081 Addition 0 # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST ❑ Yes El No HERS Measures -- If Yes, A CF-413 must be provided per Part 2 of 5 of this form. ❑ Yes El 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 Slab Unheated Slab -on -Grade None 3,081 Perim = 0' Existing Roof Wood Framed Attic R-19 3,081 Existing Wall Wood Framed R-13 2,181 Existing Door Opaque Door None 61 Existing FENESTRATION U- Exterior Orientation Area Factor SHGC Overhang Sidefins Shades Status Front (N) 120.0 1.190 0.83 none none Bug Screen Existing Front (N) 35.0 1.190 0.83 none none Bug Screen Removed Front (N) 160.0 0.400 0.35 none none Bug Screen New Left (E) 48.0 1.190 0.83 none none Bug Screen Removed Left (E) 36.0 1.190 0.83 none none Bug Screen Existing Left (E) 8.0 0.400 0.35 none none Bug Screen New Rear (S) 20.0 1.190 0.83 none none Bug Screen Removed Rear (S) &0 0.400 0.35 none none Bug Screen New Right (W) 5.0 1.190 0.83 none none Bug Screen Existing Right (K9 6.0 0.400 0.35 none none Bug Screen Altered Left (SE) 28.5 1.190 a83 none none Bug Screen Existing HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 78% AFUE Split Air Conditioner 9.7 SEER Setback Existing HVAC DISTRIBUTION Location Heating Duct Duct Location ....... .. _-.----.R-Value ,. Status HAVC Ducted Ducted Attic, Roof Ins 2. t Existing WATER HEATING '01.1S i RUGI iUN Qty. Type Gallons Min. Eff Distribution Status n nTF E,,rgyPro 5. 1 by Ene SoR User Number. 20648 RunCode: 2013-09-27T04.53:36 ID: 2013-CD-018 Page 3 of 12 PERFORMANCE CERTIFICATE: Residential (Part 1 of 5) CF-113 Project Name TORRES RESIDENCE's ALTERATION Building Type ® Single Family ❑ Addition Alone ❑ Multi Family ® Existing+ Addition/Alteration Date 9127113 Project Address 47-385 VIA CORDOVA LA QUINTA California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area Addition 3,081 0 # 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 Area Special Construction Type Cavity Features see Part 2 of 5) Status FENESTRATION U- Exterior Orientation Area Factor SHGC Overhang Sidefins Shades Status Rear (SW) 24.0 0.400 0.35 10.0 none Bug Screen Altered Rear (SWJ 135.0 1.190 0.83 none none Bug Screen Existing HVAC SYSTEMS Heating Min. Eff Cooling Min. Eff Thermostat Status HVAC DISTRIBUTION ; ; Duct =•; ; Location Heating Cooling Duct Location ; ;, i R-Value. Status pKuv F- WATER HEATING- Q . Type Gallons Min. Eff Distribution - fetus En Pm 5.1 by En Soft User Number 20648 RunCvde; 201.3.0947T04.53;36 ID- 2013-CD-018 Page 4 of 12 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-1 R Project Name TORRES RESIDENCE'S ALTERATION Building Type ® Single Family ❑ Addition Alone Date 1 ❑ Multi Family ® Existing+ Addition/Alteration 9/27/13 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-413 form for each of the measures listed below for final to be given. FOR - EnerqyPro 5.1 by EnergySoft User Number. 20648 RunCode: 2013-09-27T04.53.36 ID. 2013-CD-018 Page 5 of 12 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-1 R Project Name Building Type m Single Family ❑ Addition Alone Date TORRES RESIDENCE'S ALTERATION ❑ Multi Family m Existing+ Addition/Alteration 9/27/13 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV (kBtu/fe- r) Space Heating 11.29 9.80 1.48 Space Cooling 179.02 164.59 14.44 Fans 31.39 26.77 2.62 Domestic Hot Water 12.07 12.07 0.00 Pumps 0.00 0.00 0.00 Totals 233.77 215.24 18.54 Percent Better Than Standard: 7.9 % BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (N) 0 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 (N) 786 280 Fuel Available at Site: Natural Gas (E) 758 73 Raised Floor Area: 0 (S) 740 167 Slab on Grade Area: 3,081 (W 489 11 Average Ceiling Height: 9.0 Roof 3,081 0 Fenestration Average U-Factor: 0.86 TOTAL: 531 Average SHGC: 0.64 Fenestration/CFA Ratio: 17.2 % REMARKS ALL EXISTING AND PROPOSED INPUT DATA USED IN THIS CALCULATION WAS PROVIDED BY THE PLANS PREPARER. ANY ALTERATION OR DEVIATION FROM THIS CALCULATION WILL BE GENERAL CONTRACTOR RESPONSABILITY. 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 TITLE 24 OF THE DESERT 9)27/13 Address 44890 SEELEY DR Name ARMANDO CHAVEZ City! 5talezi LA QUINTA, CA 92253 Phone 760 278.1840 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 specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company CONTRERAS DESIGN ASSOCIATES Address 74-818 Velie Way suite # 3 Name Name City/State2ip Palm Desert Ca 92260 Phone 760 851.0562 S License Date En Pro 5,1 bt En _ vSoff User Number 20648 RunCode; 2013-M-37T04.53.36 10; 2013-CD-018 Page 6 of 12 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name TORRES RESIDENCE'S ALTERATION Building Type m Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 9)27/13 OPAQUE SURFACE DETAILS Surface TPe Area U- Factor Insulation Azm Tilt I Status Joint Appendix 4 Location/Comments Cavity Exterior Frame Interior Frame Slab 3,081 0.730 None 0 180 Existing 4.4.7-A1 Roof 3,081 0.049 R-19 0 0 Existing 4.2.1-A4 Wall 506 0.102 .R-13 0 90 Existing 4.3.1-A3 Wall 1 5431 0.102 R-13 90 90 Existing 4.3.1-A3 Wall 3531 0.102 R-13 180 90 Existing 4.3.1-A3 Door 40 0.500 None 180 90 Existing .4.5.1-A4 Door 21 0.500 None 180 90 Existing •4.5.1-A4 Wall 478 0.102 R-13 270 90 Existing 4.3.1-A3 Wall 143 0.102 j R-13 135 90 Existing 4.3.1-A3 Wall 159 0.102 R-13 225 90 Existing 4.3.1-A3 FENESTRATION SURFACE DETAILS ID Type Area U-Factor SHGC Azm I Status Glazing lype Location/Comments i 'Window 48.0 1. 1901 Default 0.83 Default 0 1 Existing Single Non Metal Clear 2 Window 35.0 1- 1901 Default 0.83 Default 01 Removed Single Non Metal Clear 3 Window 12.0 1.190 1 Default 0.83 Default 0 Existing Sin le Non Metal Clear 4 Window 48.0 1.190 1 Default 0.83 Default 0 Existing Single Non Metal Clear 5 Window 12.0 1.190 Default 0.83 Default 0 Existing Single Non Metal Clear 6 Window 112.0 0.400 NFRC 0.35 NFRC 0 New 2008 PRESCR. Z-15 7 Window 48.0 0.400 NFRC 0.35 NFRC 0 New 2008 PRESCR. Z-15 8 1 Window 48.0 1.190 Default 0.83 Default 90 Removed Single Non Metal Clear 9 jWndow 36.0 1.190 Default 0.83 Default 90 Existing Single Non Metal Clear 10 Window &0 0.400 NFRC 0.35 NFRC 90 New 2008 PRESCR. Z-15 11 Window 20.0 1.190 1 Default 0.83 Default 180 Removed Single Non Metal Clear 12 Window 8.0 0.400 NFRC 0.35 NFRC 180 New 2008 PRESCR. Z-15 13 Window 1 5.0 1.190 Default 0.83 Default 270 Existing Single Non Metal Clear 14 Wndow 6.0 0.400 NFRC 0.35 NFRC 270 Altered 2008 PRESCR. Z-15 15 Existing 1. 1901 Default 0.831Default ISingle Non Metal Clear pre -altered for above 16 Window 7.5 1.190 1 Default 0.63 1 Default 1351 Existing I Single Non Metal Clear �1) U-Factor Type: 116-A = Default Table From Standards, NFRC = Labeled Value 2 SHGG Type: 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Ove hang Left Fin Right Fin H t Wd Len H LExt RExt Dist Len Hat Dist Len Hg t 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 ,Bug Screen 0.76 6 By.9 Screen 0.76 7 ,Bug Screen 0.76 8 ,Bug Screen 0.76 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 .Bug Screen 0.76 15 Bug Screen 0.76 16 jBug Screen 0.76 En Pro 5.1 by EneravSoff User Number. 20648 RunCode: 2013-09-27TC4:53:38 ID: 2013-CD-018 Page 7 of 12 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name TORRES RESIDENCE'S ALTERATION Building Type m Single Family ❑ Addition Alone ❑ Multi Family 0 Existing+ Addition/Alteration Date 9127/13 OPAQUE SURFACE DETAILS Surface Tpe Area U- Factor Insulation Azm Tilt Status Joint Appendix 4 Location/Comments Cavity Exterior Frame Interiorl Frame FENESTRATION SURFACE DETAILS ID Type Area U-Factor SHGO2 Azm Status Glazing Type Location/Comments 17 Window 21.0 1.190 Default 0.83 Default 1351 Existing Single Non Metal Clear 18 Window 24.0 0.400 NFRC 0.35 NFRC 225 Altered 2008 PRESCR. Z-15 19 Existing 1.190 Default 0.83 Default Single Non Metal Clear re -altered for above 20 Window 80.0 1.190 Default 0.83 Default 225 Existing Single Non Metal Clear 21 Window 1 20.0 1.190 Default 0.83 Default 225 Existing I Single Non Metal Clear 22 Window 35.0 1.190 Default 0.83 Default 225 Existing Single Non Metal Clear (1) U-Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC T 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Ove hang Left Fin Right Fin Hat I Vlld Len Hot LExt RExt Dist Len Hat Dist Len Hgt 17 Sug Screen 0.76 18 Bug Screen 0.76 6.2 7.5 10.0 0.1 10.0 10.0 19 Bug Screen 0.76 6.2 7.5 10.0 0.1 10.0 10.0 20 Sug Screen 0.76 21 Bug Screen 0.76 22 Bug Screen 0.76 EnergyPro 5.1 by EnaravSoff User Number 20648 RunCode: 2013-09-27T04:53.36 ID.- 2013-CD-016 Pa 8 of 12 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-1R Project Name TORRES RESIDENCE'S ALTERATION Building Type m Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 9127113 BUILDING ZONE INFORMATION System Name Zone Name Floor Area fit Volume Year Built New Existinq Altered Removed HA VC (F)-3081 3,081 27.729 1995 Totals 01 3,0811 01 0 HVAC SYSTEMS System Name Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HA VC i Central Furnace 78% AFUE Split Air Conditioner 9.7 SEER Setback Existing HVAC DISTRIBUTION System Name Heating Cooling Duct Location Duct R-Value Ducts Tested? Status HA VC Ducted Ducted Attic, Roof Ins 2.1 ❑ Existing WATER HEATING SYSTEMS S stem Name Type Distribution Rated Input Btuh Tank Cap. al Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status Standard Gas 50 gal or Le 1 Small Gas No Pipe Insulation 40,000 50 0.58 n1a n1a Existing MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SY:STEIVI,PIPI.NG Control Hot Water Piping Length ff� — 1, System Natlea'' J F' -Ldh C Diameter Thidk. Oty.FHP Plenum Outside Buried ❑ — En Pre 5.1 b • Enge, ), Soft UserNu, ber: 20648 Rr:nCode: 20* mOL27T04:53:38 0:2013-CD-018 Page 9 of 12 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3 MF-1 R Project Name TORRES RESIDENCE'S ALTERATION Date 1 9/27/13 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- I 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 1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leaks e. §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-stri d; all joints and penetrations are caulked and sealed. 118 a : Insulationspecified or installed meats Standards for Insulating Material. Indicate type and include on CF-6R Farm. §118(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(i) when the installation of a Cool Boot is specified on the CF-1 R Form. *§150 a : Minimum R-19 insulation in wood -frame ceiling orequivalent 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. * 150 d : Minimum R-13 insulation in raised wood -frame floor orequivalent U-factor. 150 : Air retarding wrap is tested, labeled, and installed according to ASTM El 677-95 2000 when specified on the CF-1 R Form. 150 : Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(I): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no areater than 2.0perm/inch and shall be protected from physical dams a and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: 150 e 1 A: Masonry or factory -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 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 : Heating and/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)1A: 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-t 6 internal insulation where the internal insulation R-value is. indicated an the exterior of the tank. §1500)2: First 5 feat 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 per Standards Table 150-13. §1506)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())3A. Insulation is protected from damage. including that due to sunlight. moisture, equipment -maintenance, anrflmnd. §1500)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor reterdknt or Is -enclosed entirely In, - conditioned space. 150 ' 4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 5.1 by Energy5off User Number. 20648 RunCode: 2093-09-27T04:53:36 ID: 2013-CD-018 Page 10 of 12 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 MF-1 R Project Name Date TORRES RESIDENCE'S ALTERATION 1 9127113 §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 dam rs. §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 E ui ment 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 or a pilot right. _ §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 dud nq off-peak electric demand periods. 150(p): Residential pool systems orequipment meet the pump sizing, flow rate, pipin2, filters, and valve requirements of J150(p). 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 Iuminaire as specified by §150(k)2. 150(k)3: The wattage of permanently installed luminaires shall be determined as specified 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 Iuminaire 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 150k 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 exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitcheri a€e contmied by a manual on' occupy sensor, dimmer, energy management system (EMCS), or a multi -scene programmable control systern, and all permanently installed a luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility roams are high efficapy.an�.00nt�l#ed' 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 j illuminated cabinet. EnergyPro 5.1 by EnergySoft User Number. 20648 RunCode. 2013-09-27Ta1:53:36 ID: 2013 CD-018 Page 11 of 12 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3 MF-1 R Project Name Date TORRES RESIDENCE'S ALTERATION 1 9/27/13 §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)l1: Permanently installed luminaires located in rooms or areas otherthan 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 k111. §150(k)l2: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)13; Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptionl to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)l4: 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 re uirements 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. T `rDE T pRO ED OR CONSTRUCTION [DP,T �— BY EnergyPro 5.1 by EnergySoff User Number. 20648 RunCode. 2013-09-27T04:53:36 ID: 2013-CD-018 Page 12 of 12 .�aNN�lh1Nr wi CLIENrP. George and Dee Torres (760) 324-5592 EJECT- TOTES THE M ODEL ADDRE55: 47 385 Via Cordova La Qu i nta La Ke La Qu i nta JOB: 13-186 DATE: Revised 18 October 2o13 thel f ly 6+� 1��relzrk STRUCTURAL AND CIVIL ENGINEERING DENISE R. POELTLER, INC. 77725 ENFIELD LANE, STE. #130 PALM DESERT, CA 92211 TEL. (760) 772-4411 FAX (760) 772-4409 dr fi ' !A DEPT- q FOR 0 NST UC�TION DPTE $ -~ I 1 I "` J 6no, " e4'k BY F DATE &A3 TORRES ¢ _ L� 77725 Enfield Lane; #130 REVISED 41-585 Via Cordova AGE Pala Desert, CA 92211 La Oulnta P � (760) 772-4411 FAX (760) 772-4409 a-- V , I o Lake La Gulnta c1F f1 drpfly@noLcom P. '0'/Itg�`13 CLIENT: George and Dee Torres P.O. Box 204401 Los Angeles, GA g0006 (160) 524-55g2 Damlon Trevor STRUOTURAL OALOULATI ONS 2010 C30 2004150 DESIGN AND DETAILIC�� OF: I. Design new beams, posts, and footings at Kitchen and Living Room. 2. Lateral analysis using A50E 1-05 and OW 2010. 5. Prepare construction details. E?Cj5TINC2 TILE, ROOF LOADS Tile = 12.0 P5F Felt = 0.5 P5F 19/52" Plywood = 1.5 PSF Framing: 2x12's at 24" O.G. = 2.2 PSF Insulation = 1.0 PSF 5/5" &ypboard = 2.5 PSF Mach. + Misc. = I.'1 P5F Dead Load = 22.0 PSF COS 4A.� Live Load (4:12 pitch) = 20.0 PSF n;334 MISC. LOADS 2X4 Stud Halls = 14 P5F 2X& Stud Halls = 16 P5F Cement Plaster Soffit = 10 P5F��/ , �s �-pT. CCNST IJCTION IT 15 THE FULL INTENTION OF THE ENGINEER THAT THESE CALCULATION5 CONFORM TO THE CALIF. BUILDING CODE, 2010 EDITION. THESE CALCULATIONS SHALL GOVERN THE STRUCTURAL FORTION_C E_Tk4E k6RICIN6Dk,1 +N WHERE ANY DISCREPANCIES OCCUR BETWEEN THESE CALCULATIONSL ANI:� THE V40 INEER SHALL BE NOTIFIED IMMEDIATELY 50 PROPER ACTION MAY BE TAKL-N. Ti STRUCTURAL CALCULATIONS INCLUDED ARE FOR THE ANALY515 AND DESIGN OF THE PRIMARY STRUCTURAL SYSTEM. THE ATTACHMENT OF VENEER AND NON-STRUCTURAL ELEMENTS 15 THE RESPONSIBILITY OF THE ARCHITECT, UNLESS SPECIFICALLY SHOWN OTHERWISE. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR WORK NOT A PART OF THESE CALCULATIONS NOR FOR INSPECTION TO ENSURE CONSTRUCTION 15 PERFORMED IN ACCORDANCE WITH THESE CALCULATIONS. STRUCTURAL OBSERVATION OR FIELD INVESTIGATION SERVICES ARE RETAINED UNDER A SEPARATE CONTRACT. .J I th& f -yai-W 17t ew 77725 Enfield Lane, #130 Pala Desert, CA 92211 (760) 772-4411 FAX (760) 772-4409 drpfly2aot.con BY () 0 DATE REVISED TORRES 4-1-555 Via Cordova La G2uinto Lake La Quints CLIENT: George and Dee Torres P.O. Box 20449 Los Angeles, GA g000(6 060) 524-55g2 Damian Trevor CODE INTERNATIONAL BUILDING CODE (150), 200 1 EDITION CALIFORNIA 5UILDING CODE (CBS:), 2010 EDITION INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS STEEL MANUAL OF STEEL CONSTRUCTION, ALLOWABLE STRE-55 DE516N (AISC 541-05) THIRTEENTH EDITION, AMERICAN INSTITUTE OF STEEL CONSTRUCTION CONCRETE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI), ACI 515-08 AMERICAN CONCRETE INSTITUTE WOOD NATIONAL DE516N OF SPECIFICATIONS FOR WOOD CONSTRUCTION (N05-05) AN51/NFoPA, N125-2005 EDITION, NATIONAL FOR -5T PRODUCTS ASSOCIATION MASONRY MA50NRY DESI6NER'5 GUIDE (MD6-5), Fifth Edition, 2001 Based on MS -IC, ACI 550-05, A5CE -1, and 150 SOILS INFO NO 5011-5 REPORT PROVIDED; USE 050 TABLE 1506.2 FOR MINIMUM VALUES. OWNER/ CONTRACTOR ACCEPTS ALL LIABILITY FOR COMPACTION AND SUBSIDENCE OF UNDERLY I N6 SOILS. SOIL CLASSIFICATION = SAID, SILTY SAND MAX. SOIL BEARING PRE55LRE 1500 QSF P15-INCR. PA551 VE PRE55URE = 150 7FOR j I y UF LA QUINTA COEFF. OF FRICTION = 0.25UILDING & SAFETY DEPT_ APPROVED TH CONSTRUCTION SLAB, FOOTIN65: f' c = 2500 P51 25-Day STEEL Fy= rrprowlve Strongth DATE —. 1. 40 K51, Grade 40, A57M A& 15, #4 BARS OR 6REATER cn* �2 �nfield �nnb��' �""'� ATE 47 385 Via Cordova = -+ * 13 Pnln Desert, CA 92211 RE\"SED Lo Ovinto PAS (760) 772-4411 FAX (760) 772-4409 Lake Lo Qufnto OF drpEly@aol.con CLIENT: MR M k kkkkkk RUH n/ lU o� NJ } flzM xlu In Q 1I IlC LU 6 9 N lli ~ HFUR IMF* ufmn Him Q J F- } QUINTA FETY DEPT. ! -BUL IL 6AMED RUCTION DATE a a� >L z_ F-�a 0000000000 rrrrrrrrrr 000000 rrrrrr 00000 rrrr0rr tjl&ly41q,jJ�ew 77725 Enfield Lane, #130 Pala Desert, CA 92211 (760) 772-4411 FAX (760) 772-4409 drpFty@aot.com CLIENT: I BYVW DATE REVISED lu 3 HUMOR w OR rR d� LL L a � pl Ip Y1111111I11111 i F } 3 o� O� p V N 6 L C it O TORRE5 4'1-555 Via Cordova La Qulnto Lake La Qulnta 0 LU A V W J 0 z W W-OW � ixmv nnnn: -, - d ,�W Y7,p 3kx (X`I (x'1 fViiUl� YY < z < o j o z = oz r Q < w K Lu 3 1) R i w a x RA J J f r F LL i_rvnF:LL x rc oa �b lu mFF za In F LL w F < O�ry�O w 2r00400 rcE�FFOO 0.0.Ow ��ml=omc iI LLLu-LLm n z J00000 3-1$ PAGE QF I I diw, f Tyro, bud e4k 77725 Enfield Lane, #130 Pala Desert, CA 92211 (760) 772-4411 FAX (760) 772-4409 drpF(y@aal.com BY 12PR DATE REVISED TORRES 41-585 Via Cordova La Quanta Lake La Quanta CLIENT: George and Dee Torres P.O. Box 204441 Los Angeles, GA g0006 (-160) 524-55012 Damian Trevor LATERAL LOADS 2010 05C and ASCE 'T-05 SEISMIC COEFFICIENTS C50 SECTION 1615 A50E 1-05 Chapters 11, 12, 15, 14, and 20 Ea V ENT ATE Fo ASCE 1-051 SECTION 12.5 #13-trry PAGE J OF V= Cs x Wdl SEISMIC BASE SHEAR (EQ. 12.8-1) O M F Cs = Sds _ . v o _ 0 , ZO 4 (NOT LESS THAN 0.01) (R/1) x (1.4) WHERE p = 1.5 REDUNDANCY FACTOR OMP V= p x Cs x Wdl O, LO't x ujo t'= "L(A 5 Wei. SAP. s V L 13X 011 A Ujovz 01+3 uj ASCE SECTION VALUE FACTOR SEC. 11.5.1 1 = 1.0 Occupancy Importance Factor SEC. 11.6-1 D Seismic Design Category TABLE 12.2-1 R = 5.5 Response Modification Factor (OMF) TABLE 12.2-1 R = 6.5 Response Modification Factor {Wood Shecm Pawls) SEC. 11.4.4 5ds = 1.009 Design Spectral Response Acceleration ADDRESS = 47-585 Via Cordova, La Quanta ZIPCODE = 012255 LATITUDE = 55.1045'14 LONGITUDE =-116.256565 RNATiVE BASIC LOAD G0M51NATION FOR ALLOWABLE_STRE55 MI PER A5GE 7-05, SEC. 12.42 SEISMIC LOAD EFFECT E = Eh + Ev (EQ. 12.4-1) WHERE Eh = poe ) }- L.ra I WHERE Ev = O SASS '( UPPT. WHERE p= 1.3 2 Y L PER CBC 2010, SEC. 1605A.52 NHERE D D + L + 5 + E (EQ. 16-20) WHERE L = LIVE LOAD (I/4) WHERi=1:,'j�F , — QVI V4HERE E = EARTHQUAKE FORCE— Convert Address to Lat Long Ueocode Convert Address to Lat Long Address To convert address to lat long type the 47385 Via Cordova, La Quinta, CA 92253 Find Lat Long address with city name, street name to get more accurate lat long value. Like .,62 23 Latitude' 33.704374 Longitudel-116.286865 8% Annuity Return Guide 0 www.AnnuityFriend.com/A.- Compare Rates & Get a Free Guide! Find The Best Annuity, Retire Safe Adtwdeaa la Map Mouse Over Lat & Long Lat 33.707526 Long:-116.293845 • rr� A1r y Grace Baptist �5. AkP fA Church 1]ulce Del hoar a w Werner Gonzalez r pule N Family Practice e�i� w Lake La quints Inn co :E o' U m z c Y a o L, Via Florence a Um c io <_ ) Z n 7 A rage i of i Y-f -7 Share this location: http://www.latlong.net/c/?Iat=33.704374&long=-116.288865 You can hold and move marker to anywhere you want to get the lat long of near places of your address. This geo process is also known as geocode address. m 2012-2013 www.latlong.net I Privacy I Contact I 7 I 1 I 1 I I I J J Denise PROJECT TORRES•- PAGE: 7 PoeI#ler, PE O 86 SUN CONSTRUCTION REVIEW BY 7 d� 1+ JOB :1 E : 8110/2013 Seismic Ana Based on IBC 069= 07 uhmleM Lahwal-Force Procedure, ASCE T-05128 INPUT DATA DESIGN SUMMARY Typical few height h = 8 ft Total base shear Typical floor weight wx= 1 k V = 0.29 W—(SQ1 0 k, (SD) Number of floors n = 1 = p 20 W, (A5d} _, 0 k, (ASD) Importance factor (ASCE 11.5.1) I = 1 OBC Tab.16M.5) Seismic design r ate4oU—.,- - r = D Building location Zip Code 92253 Latitude: 33.704374 Site class (A, B, C, D, E, F) f) (If no soil report, use D) Longitude: -1 1e.2889 The coefficient (ASCE Tab 12.8-2) Cs = -} 2,- Ss = t50.000 %g , S„, = 1.500 9 , F. = t.000 The coefficient(ASCE Tab. 12.2.1) S1 = 0.90o g , F = 1.50o C-R�3,5 Sos = I.ON 9 . So, = 0.600 ` 9 he = 8.0 ft k = 1.00 , Asm 2.a3:•PQ 13o) x = 0.75 (ASCE Tab 12.8-2) W = 1 k Ewxhr = 8 Te = Cr (tWx = 0.10 Sec, (ASCE 12-82.1) VERTICAL DISTRIBUTION OF LATERAL FORCES Level Level Floor to floor Height Weight Lateral force @ each level Diaphragm farce No. Name Height hx wx %hx C. F. V. O. M. EFs EW, FPx ft It k k k k-R k k k 1 Roof 8.0 1 8 1.000 0.3 0.3 1 0 &00 0.3 Ground 0.0 2 NEW PRO uu ® r LAQUINTA. ROVED j FOR CONSTRUCTION ,;-ATE _ BY j j J TABLE 12.2-1 DESIGN COEFFICIENTS AND FACTORS FOR SEISMIC FORCE-RESWnNG SYSTEMS (continued) Structural System L4nitations SeismicFora-Rsalsting System ASCE 7 9aSectionwhom ReaponsSystemSym Deflectionand Building Hslght (it) Limit` Detellhgt equlrements W9 Specified tbdlacatlon Coslllr,Ient, R" Ovwstrongth Factor, W Amplitio tion Factor, Ceb Sslernio Design Category 87 C Dd & F° 22. Prestressed masonry shear walls 14.4 11h 21/2 13/4 NL NP NP NP NP 23. Light -framed walls sheathed with 14.1, 14.1.4.2, 7 21/2 41/2 NL NL 65 65 65 wood svuctural panels rated for shear and 14.5 resistance or steel sheets 24. Light -Framed wall-; with shear panels 14-1, 14.1.42, 21k 21h 21/2 NL NL 35 NP NP of all other materials and 143 25. Buckling -restrained braced frames, 14.1 7 2 51/2 NL NL 160 160 100 non -moment -resisting beam -column connections 26. B uckling-restrained braced frames, 14.1 8 21/2 5 NL NL 160 160 100 moment -resisting bean -column 1 cettnectioas 27. Special steel plate shear wall 14.1 7 2 6 NL NL 160 1 160 100 C. MOMENT RFSLSTING FRAME SYSTEMS 1. Special steel moment frames 14.1 and 1) 7 53 8 3 51/2 NL NL NL NL I NL 2. Special steel truss moment frames 14.1 7 3 51/2 NL NL 160 100 NP 3. Intermediate steel moment frames 1223.6, 17 25.7, 43 3 4 NL NL 35k-' NO NP' 1225-8, 12.25.9, and 14.1 4. Ordinary steel moment frames 122-5.6, 1225.7, 3S 3 3 NL NL NP° NO NPI 5. Special reinforced concrete moment 12.25-5 and 142 8 3 51/2 NL NL NL NL NL frames 6. Intermediate reinforced concrete 14-2 5 3 41/2 NL NL NP NP NP moment frames 7. Ordinary reinforced concrete moment 14.2 3 3 21h NL NP NP NP NP frames 8 3 51/2 NL NL NL NL NL 8. Special composite steel and concrete 12.233 and 143 moment frames 9. Intermediate composite moment 14.3 5 3 41/2 NL NL NP NP NP frames 10. Composite partially restrained moment 143 6 3 51/2 160 160 100 NP NP frames 11. Ordinary composite moment frames 143 3 3 21h NL NP NP NP NP D. DUAL SYSTEMS WUH SPECIAL 12.2.5.1 MOMENT FRAMES CAPABLE OF RESISTING AT LEAST 25% OF PRESCRIBED SEISMIC FORCES 1. Steel eccentrically braced frames 14.1 8 21/2 4 NL NL NL NL NL 2. SSpecia steel concentrically braced 14.1 7 21/2 51/2 NL NL NL NL NL frames 3.: Special reinforced concrete shear walls 142 7 21/2 51h NL NL NL NL NL 4.: Ordittary reinforced concrete shear 14.2 6 21/2 5 NL NL NP NP NP walls 5. Composite.steei and concrete 14.3 8 21h 4 NL NL NL NL NL eccentrically braced frames 6. Composite steel and concrete 14.3 6 21/2 5 NL NL NL NL NL concentrically braced frames 7. Composite steel plates shear walls 14.3 71,b [ 3 r - W !Ni NL NL NL 8. Special composite reinforced concrete 14.3 7 .6;.. , �Y �; NL NL NL shear walls with steel elements .D /-6- ( 9. Ordinary composite reinforced 143 6 21/2 5 ;::O NL NP NP NP concrete shear walls with steel a .w; v elements , c 7 10. Special reinforrcdmasonry shear walls 14.4 51/2 3 5 NL NL NL NL NL 11. lnmrmediatexcinfarced masonry shear 14.4 4 3 31/2 NL NL NP NP NP walls RY 12. Buckling-resu*nedbracedframe 14.1 8 2h S. NL NL -NL NL NL 13. Special steel.plate shear walls 14.1 8 21/2 61/2 NL NL NL NL NL } Minimum, Design Loads for Buildings and Other Structures 121 th& fLy6v110�&4ttrrew 77725 Enfield Lane, R130 Pala Desert, CA 92211 (760) 772-4411 FAX (760) 772-4409 drpfly@aol.con BY 22[�? DATE REVISED TORRE5 4'1-385 Via Cordova La Quints Lake La Quints CLIENT: George and Dee Torres P.O. Sox 2044q Los Angeles, CA 40006 060) 524-55412 Damian Trevor WIND DE51 GN ASCE -1-05, CHAPTER 6 METHOD 2 - ANALYTICAL ES2292.E9 Qz= 0.00256 (Kz) x (Kzt) x (Kd) x M2 x I x w (W. (7-15) Qz= 04 oo25rP A50E SECTION FACTOR # 13 -1 6L PAGE OF SEC. 6.5.4 V= 55 MPH 5A510 WIND SPEED SEC. 6.5.4.4 Kd = 0.55 DIRECTIONALITY SEC. 6.5.5 1 = 1.0 IMPORTANCE FACTOR, CATE60RY II C EXPOSURE CATEGORY SEC. 6.5.6 Kz - 0.84p VELOCITY PRESSURE EXPOSURE COEFFICIENT SEC. 6.5.12 Kzt= 1.00 TOPOGRAPHIC FACTOR (FIC7. (5-4) SEC. 6.5.6 G= 0.85 GUST FACTOR &JERNATNVE BASIC LOAD_GOMBINATION Fora Al-L0WA5LE STRi<55 PESiGN PER ASCE 1-05, CHAPTER 6 WIND LOAD EFFECT PER CDC 2010, SEC. I&O5A.52 1w< I 0' D + L + (wNU (EQ. I6-I1) WHERE � 1.3'� �`l; �,a:: ti TA WHERE `c1 PEAV Q 1 'r' _ P i WHERE' L = LIVE LOAD f r WHERE+ pi=�!IND FDRCEIUCTlON DATE BY. �J I I Denise PROJECT TORRES PAGE. � Poeltler, PE CLIENT TEAM SUN CONS-TF4 jlON, DESIGN BY : ARP `�7 JOB NO.: 13-186 DATE: 08L12113 REVIEW BY: Wind Analysis for Low-rise Building, Baser! on ASCE 7-05 f IBC 20D61 CBC 2007 INPUT DATA Exposure category (B, C or D) C _ Importance factor, pg 77, (0,87, 1.0 or 1.15) 1 = 1.00 ? Category 11 Basic wind speed (IBC Tab 1609.3.1V3s) V = 85 mph ` Topographic factor (Sec.6.5.7.2, pg 26 & 45) Ka = 1 Flat L r Building height to eave he = 8 ft Building height to ridge hr = 24 ft Building length L = 51 ft Building width B = 26 ft Effective area of components A = 10 _, fe DESIGN SUMMARY Max horizontal force normal to building length, L, face = 12.99 kips Max horizontal force normal to budding length, B, face = 4.21 kips Max total horizontal torsional load = 76.01 ft4dps Max total upward force = 13.85 kips ANALYSIS Velacity oressure qh = 0.00256 Kh KA Kd VZ 1 = 13.52 psf x I r zj where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1 pg 79) = 0.86 Kd = wind directionality factor. (Tab. 6-4, for building, page 80) _ -0.86 h = mean roof height = 16.00 It < 60 ft, [Satisfactory] Deli n pr-giisures for MWFRS p = qh I(G Cpr )-(G CIO )] where: p = pressure in appropriate zone. (Eq. 6-18, page 28). G Cp r = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 53 & 54) G CPI = product 0 gust effect factor and Internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 47) 0.18 or -0.18 a = width of edge strips, Fig 6-10, note 9, page 54, MAX[ MIN(0.1 B, 0.4h), 0.04B,3] = 3.00 ft Roof an le 0 = 50,91 Roof an le 0 = 0.00 Surface G CP Net Pressure wRh,P G CP Net Pressure with (+GCI) (-GCP I) (+GCP 1) (-GCp I) r T 1 0.56 5.14 10.01 0.40 2.97 7.84 2 0.26 1.03 5.89 -0.69 -11.76 -6.90 3 -0.42 -8.14 -3.27 -0.37 -7.44 -2.57 4 -0.37 -7.44 -2.57 -0.29 -6.35 -1.49 1 E 0.69 6.90 11.76 0.61 5.81 10.68 2E 0.33 1.96 6.83 -1.07 -16.90 -12.03 3E -0.52 -9.51 -4.64 -0.53 -9.60 -4.73 4E -0.48 -8.92 -4.06 -0.43 -8.25 -3.38 5 -0.45 -8.52 -3.65 -0.45 -8.52 -3.65 6 -0.45 -8.52 -3.65 -0.45 -8.52 -3.65 } 3E 3 2 3 2E 2 ZONE 2/3 BOUNDARY 1 J 4\y 6 � 4E� J s 5 , REFERENCE E'ORNEA IE rE REFERENCE CORKER ° WIND DIRECTION WIND DIRECTION Transverse Direction Longitudinal Direction Basic Load Cases Net Pressures ID911. Torsional Load Cases Roof an lie 0 = 50.91 G C Pf Not Pressure with Surface (+GCpi) (-GCpl) 1T 0.56 1.28 2.50 2T 0.26 0.26 1.47 3T -0.42 -2.04 -0.82 4T -0.37 1 -1.86 -0.64 Roof an 3le 0 = 0.00 G C P r Net Pressure wfih Surface (+GCP 1) (-Gt�'P I ) 1 T 0.40 0.74 1.96 2T -0.69 -2.94 -1.72 3T -0.37 -1.86 -0.64 4T -0.29 -1.59 -0.37 5., - -3T •- 2 �E 7i <�1ar - 2E� `v 4 �,*r� . 1 .r6 RE_+ SEA - IT T � � � � fE I REF[RENC( CiHrNER L.• `F- 9 FR�ijJiC�L1CORrrA��Er! WINB,tIRtOFI}j� / ��-+ + � V � ° 0-W1Np DIRECTION TrIsverse Direction Longitudinal Olirection Yt"" 1 ` - - Torsional Load Cases--- G!--- Ll 'A LJJILDk\�G C"LL SAFIETY CEI FOR CONSTRUE 'TION DATE - BY - ------- the f lyi+� bu ttrew STRUCTURAL & CIVIL ENGINEERING 77.725 Enfield Lane • Unit #130 Palm Desert, California 92211 (760) 772-4411 0 FAX (760) 772-4409 drpfly@aol.com �I BY5> R? DATE 8�13 JOBC�44��5 CKD _ —DATE PREPARED FOR: -rE_k AK dk,-rS I� we,-- Sz p,2Co5 = 3S5 P�F 2 Co N Txo l..S ww = 17 51 Pc.F 2 355 PL-r- z.y'511 P�t� ?c � + (e)'>(' S' x t PbF o. 1+3 2 1 a-7 fLt— Z_ wW 0. 5-7 5 + Z�I 2e 1 P t-F 2 v'pl� 2 a PLC x 51 ' r- Ivici PGF CITY OF LA QUINTA BUILDING & SAFETY DEPT APPROVED FOR CONSTRUCTION DATE BY - - - - - - - - ----- --- - -- -- - - -- � I / � I / 1 / � / I I � � I I 61 PLF5" / I I I f I I I L � I I I 71 Iy Q 10115113 NORTH ( FOR- A wovgsls.) C� `sLL�i'v:a & SAFETY DEPT, AP P 6F_i0 ir7__ D FOR -CONSTRUCTION DATE BY— BY b I240 DATE �� JOB _ �D�Z L' # is -I G 77725 Enfield Lane ■ Unit 130 CKD DATE PG Palm Desert, California 92211 OF (760) 7 72-4 411 0 FAX (760) 772-4409 O PQ � I s 'cz IA o x \P cA a � d o 3 N DI )y Gil IJ.' c� cl1 3J LD NC r- — 1 N I th&flycn f bt�w'k STRUCTURAL AND CIVIL ENGINEERING Denise R: Poeltler, Inc. 77.725 Enfield Lane• Unit #130 Palm Desert, CA 92211 (760) 772-4411 • (760) 772-4409 BY PA DATE a/1-1 CKD DATE JOB PG 4 OF OVERTURNING AT SHEAR PANELS O FORCE H PL. HT. M isti resisting S.P. L FHD—L HOLDOWN � I SS�F 6vIR. 3L FT = q�000� -� LAI I , BUILDING & SAFL IY DI:PT. A 01 P R (L) T E -) DPITE - th& f „ino, bu�e'svk BY 1) DATE JOB _CO R LtAb 77725 Enfield Lane 41 Unit 130 CKD DATE # I Palm Desert, Calffomia 92211 (760) 772-4411 • FAX (760) 772-44W PG OF. N N V a b 41 a ►�e .� y � � r� ►n Ln 0 4-1 u, 1 N a d _ � _ � Q as � � a nl � -,-Y OF LAW "o d- Ski LD N i & 3A =E Y DEFT. '� CSC � , I ) _ V ) - IU ,TI )N O } N SAT- —Bf _ 7�7 J J J J .J 5HEAR PANEL SGDUL� J SHEAR YNAJIUN& A CLIP WALL SHEATHING allow SPACINGF I i GONTIMJOUs FOOTING J PANEL FIELD �) ANG}.IOR BOLTS (A) 8d AT - 5/8" APA-RATED STFWOT. I 4° O.G. 360 PLF 16" O.G. WA PLYWOOD, EXPOSURE I OR (B) 8d AT EXTERIOR GRD. P.I. = 32/I6 12" O.G. 14-SD5 4-LTP4 (2)-I" DIAM. 55WAS SIMPSON STEEL 4865* 1/4" X 5-1/2" GLIP5 AT F1554, GR. 56 55W STRON&AALL PANEL � ITOP PLATE EACH END OF PANEL 24x850REYVS NOTE: U5E HD7-DIPPED G ATED 5 VANI HARPHAPZ AT TlM6=51LL PLATE, N TE: GO MON NAI 5 ARE Q-Ul 1= P Df NA 5HEAR PANEL5: 8d COMMONS (0.131" X 2-1/2" MIN) ROOF DIAPHRAGM NAILING: 10d COMMONS (0.146" X 3" MIN) J ►A ETY DEPT. FEE � CCj�STRUCTION 13Y J J - f th& fly(4� buttre'w BY QR DATE STRUCTURAL & CIVIL ENGINEERING 77.725 Enfield Lane 0 Unit # 130 CKD DATE Palm Desert, Californicif 92211 Q loll 5 (760) 772-4411 0 FAX (760) 772-4409 drpfly@aol.com PREPARED FOR: M6.p. z -3-7 k- =� 2-1 50 &" 'K 5 1 = �� SSW '24-gE6 p4+j6'i' Pj,L � 5, 7 PVL,z- 6,7L. -o -TY DEPT 7 4 FC.)IR 001"ASTRIUCTION DATE - By # PG OFF Denise PROJECT. TORRES GRADE BEAM AT SP *2AND #3 PAGE: Poeltler, PE CLIENT: TORRES DESIGN BY: P JOB NO- : 13-188 DATE 10115C2013 REVIEW BY: Combined Footino Desion Based on ACI 318-05 INPUT DATA COLUMN WIDTH COLUMN DEPTH AXIAL DEAD LOAD AXIAL LIVE LOAD LATERAL LOAD (O=WIND, 1=SEISMIC) SEISMIC AXIAL LOAD, SD SEISMIC SHEAR LOAD, SD SEISMIC MOMENT, SD CONCRETE STRENGTH REBAR YIELD STRESS ALLOWABLE SOIL PRESSURE DISTANCE TO LEFT EDGE DISTANCE BETWEEN COLUMNS DISTANCE TO RIGHT EDGE FOOTING WIDTH FTG EMBEDMENT DEPTH FOOTING THICKNESS SURCHARGE SOIL WEIGHT LONGITUDINAL REINFORCING BAR SIZE TRANSVERSE REINFORCING BAR SIZE DESIGN SUMMARY FOOTING LENGTH FOOTING WIDTH FOOTING THICKNESS (v-G)F: P, COL#1 COL#2 17 �'M 17 kn+ 1�, 7 "- Ci C2 PDL = 24 = 6 - 0 24 0 3.7 in in k✓ %77 77 / /%// `t P,= .0 5-7 k o Vi V2 -� = I Seismic SID -; PL'T = 0 0 k to VLAT MLAT = 0. = 17 V� 0 17 k k-ft fc = 25 ksi A I fy = 40 ksi QB = 2 ksf 2411 24 Li = 3 ft S L2 = 8.5 = 2:5 ft ,ft Cii Cz,l B = 3 ft Dt = 2 - ft T = 24 - in 4 q, = 0.1 ksf w, = 0.11 kd BAND WIDTH b, = 30 ft U.4& ; # 5. LONG. REINF AT TOP 2 # 5 @ 29 in o.c , coot 5 • +b5 # y LONG. REINF AT BOTTOM 3 # 5 @ 15 in o c , cont 5 .4 TRANS- REINF. AT BAND WIDTH 3 # 3 @ 15 in o c , bottom *Ve, aJr 12,`4c.rr L B T = 14.00 ft / _ 3.00 ft = 24 in ✓ THE FOOTING DESIGN IS ADEQUATE. ANALYSIS DESIGN LOADS AT TOP OF FOOTING (IBC SEC.1605.3.2 & AC[ 318 SEC.9.2.1) SERVICE LOADS COL # 1 COL # 2 TOTAL CASE 1: DL + LL P = 0 k 9 k 9 k (e = 4.50 ft, fir CLftg ) CASE 2: DL + LL + E / 1.4 P = 0 k 9 k 9 k M = 12.1 ft-k 12.1 ft-k 24.3 ft-k (e = 7.08 ft, fir CLftg ) V = 0 k 0 k 0 k CASE 3: 0.9 DL + E / 1.4 P = 0 k 3 k 3 k M - 12.1 ft-k 12.1 ft-k 24.3 ft-k (e = 11.79 ft, fir CLfig ) V = 0 k 0 k 0 k FACTORED LOADS CASE 1 : 1.2 DL + 1.6 LL Pu = 0 k 14 k 14 k eu 4.50 ft, fir CL ftg ) CASE 2:1.2DL+LOLL+I.0E Pu = 0 k 10 k 10 k Mu = 17.0 ft-k 17.0 ft-k 34.0 ft-k eu - 7.85 ft, fir CL ftg ) Vu = 0 k 0 k 0 k CASE 3: 0.9 DL + 1.0 E Pu = 0 k 3 k 3 k Mu - 17.0 ft-k 17.0 ft-k 34.0 ft-k eu = 14.71 ft, fir CL ftg) Vu = 0 k 0 k 0 k CHECK OVERTURNING FACTOR (IBC 06 1605.2.1, 1801.2.1, & ASCE 7-05 12.13.4) MR / MO = 2.87 > F = 0.75 / 0.9 = 0.83 [Sptlsl8etp �n Where Mo= MLAT1+MLAT2+(VLATI+VLAT2)Df- PLAT 1(L-Li)-PLAT 2= [ ; j` fq� QUINT -1 Pftq = (0.15 kcf) T B L = Pswl ws(DF-T)BL= 12.60 0.00 k, footing weight k,soil weight ciry l I `-' ` BUILDING & SAFE DEPT MR = P L -L +P DL1( 1) DL22 L +0.5 (Pfig ( flg 6011) L= 97 _ APPROVED FOR CQNSTpIUCTION ZL `01 0. f�'d) SOIL BEARING CAPACITY (ACI 318 SEC.15.2.2) Service Loads CASE 1 CASE 2 CASE 3 P e 9.4 4.5 9.4 7.1 3.3 11.8 k it, at base, including V T / P qs B L 4.2 4.2 0.0 k, (surcharge load) (0.15-ws)T B L 3.4 3.4 3.0 k, (footing inawsed) E P e 17.0 2.5 > U6 17.0 3.9 > U6 6.4 6.2 > U6 k ft gmsrz 0.8 1.2 1.7 ksf Ballow 2.0 2.7 2.7 ksf Where �EP�L1+ 6e 1 = L', for e5 q. BL L-6 2 (EP) L for e>- 3B(O.5L-e)' 6 DESIGN FLEXURE & CHECK FLEXURE SHEAR (ACI 318 SEC.15.4.2, 10.2, 10.5.4, 7.12.2, 12.2, 12.5, 15.5.2, 11.1.3.1, & 11.3) Ep r1+6eu u�I L L )' for eu 5 6 PMA,r 9u nuc-' z (Epu) L f y su+gt for eu > 6 3B(O.SL-e�' 6 rr Afu Punv=MM11VV10.0018T , 4 pl o.ssf'c 1- 1"0.383bd=f'- llll` d 3 J) P = f y 10 5 0 -5 -10 10 5 0 -5 -10 [Satisfactory] q- -I VRCu JVIL f•fSC.l. .IV RC Factored Loads CASE 1 CASE 2 CASE 3 "- Pu eu 13.6 4.5 10.1 7.9 3.3 14.7 k ft, (at base, knkm*Q Vu T / Pu) Y q. B L 6.7 4.2 0.0 ) y 10. 15 T + ws (Df - T)] B L 15.1 15.1 11.3 K (factored footing & backti bads) E Pu eu 35.4 1.7 < U6 29.5 2.7 > U6 14.7 3.3 > L/6 k It qu. max 1.466 1.524 0.890 1ksf F;-=l M' A OMPNTP- gPFfAPAT I nMr. E.Ir11NAI CFr_TrrINC Fr1P r:ACF 1 Section 0 0.5 L, L, left L, right 0.2 S 0.4 S 0.6 S 0.8 S L2 left L2 right 0.5 L2 L Xu (ft) 0 1.50 3.00 3.00 4.70 6.40 8.10 9.80 11.50 11.50 1275 14.00 Mu,col (ft-k) 0 0 0 0 0 0 0 0 0 0 -17 34 Vu col(k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 13.6 13.6 113.8 Pu,surch (k1f) 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.46 0.48 0.48 0.48 0.48 Mu,surch (ft-k) 0 -1 -2 -2 -5 -10 -16 -23 32 -32 39 -47 Vu,surch (k) 0 0.7 1.4 1.4 2.3 3.1 3.9 4.7 5.5 5.5 6.1 6.7 Pu,ftg & fill (kff) 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 Mu,fig & fill (ft-k) 0 -1 -5 5 -12 -22 35 -52 -71 -71 -08 -106 Vu,fig & fill (k) 0 1.6 3.2 3.2 5.1 6.9 8.7 10.6 12.4 12.4 13.8 15.1 qu,soll (ksf) 0.22 0.35 0.49 0.49 0.64 0.79 0.94 1.09 1.24 1.24 1.35 1.47 Mu,soll (ft-k) 0 1 4 4 12 25 45 74 111 111 146 187 Vu,wl (k) 0 -1.3 -3.2 -3.2 -6.1 -9.7 -14.1 -19.3 -25.2 -25.2 -30.1 -35.4 E Mu (ft-k) 0 -1 3 3 5 -7 5 -1 8 8 2 0 E Vu (kips) 1 0 1 1.0 1 1.5 1 1.5 1 1.3 0.3 -1.5 1 -4.0 1 -7.3 6.3 3.3 0 mm 0 LA DU' LD ; ;� � S -" - DF PT - rnO-n Nf_ RAnRACRIT R QWr=AP AT I f1Nf-`IT1 MIMAI Q=PYInKIC CnM fin❑= a Section 0 0.5 L, L, left L, right 0.2 S OAS 0.6 S 0.85 LZ left L2 right 0.5 Lz L Xu (ft) 0 1.50 3.00 3.00 4.70 6.40 8.10 9.80 11.50 11.50 12.75 14.00 Mu•cal (ft-k) 0 0 0 17 17 17 17 17 17 0 21 9 Vu,col (k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.1 10.1 10.1 Pu.surch (kit) 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 Mu,wxCh (ft-k) 0 0 -1 -1 3 5 -10 -14 -20 -20 -24 -29 Vu,sufc�, (k) 0 0.5 0.9 0.9 1.4 1.9 2.4 2.9 3.5 3.5 3.8 4.2 Pu,ttg 6 IM (kit} 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 1.08 Mu,ftg a IM (ft*) 0 -1 5 5 -12 -22 35 -52 -71 -71 -88 -106 VU.% g fir (k) 0 1.6 3.2 32 5.1 6.9 8.7 10.6 12.4 12.4 13.8 15.1 9,snlr (ksq 0.00 0.05 0.22 0.22 0.42 0.63 0.83 1.03 1.23 1.23 1.38 1.52 Mu,30,1 (ft-k) 0 0 0 0 3 9 20 39 66 66 93 127 Vu,soj (k) 0 0.0 -0.6 -0.6 -2.3 5.0 -8.7 -13.4 -19.1 -19.1 -24.0 -29.5 E Mu (ft-k) 0 -2 -6 11 4 3 -6 -10 3 -25 2 0 E Vu (kips) 0 2.0 3.5 3.5 42 3.9 1 25 0.1 3.3 6.9 3.7 0 15 10 5 i 0 .5 = -10 -15 -20 1 -25 -3 : FMTINr. RACUAFNT it SHFAP AT I nWf;rrl InIrU61 gprTinkm Ffw f eCC 4 Section 0 0.5 L, L, let L, right 0.2 S OAS 0.6 S US Lz left L2 right 0.5 L2 L Xu (ft) 0 1.50 3.00 3.00 4.70 6.40 8.10 9.80 11.50 11.50 12.75 14.00 Mu,col (ft-k) 0 0 0 17 17 17 17 17 17 0 30 26 Vu,eol(k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.3 3.3 3.3 Pu,surch (klt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mu•surch (ft-k) 0 0 0 0 0 0 0 0 0 0 0 0 Vu,sureh (k) 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pu.fig S flll (kil) 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Mu.fig s fill (ft-k) 0 -1 -4 -4 -9 -17 -27 39 -54 -54 -66 -79 Vu.11g g fiq (k) 0 1.2 2.4 2.4 3.8 5.2 6.6 7.9 9.3 9.3 10.3 11.3 9u.son (ksf) 0.00 0.00 0.00 0.00 0.14 0.27 0.41 0.55 0.69 0.69 0.79 0.89 Mu,suil (ft-k) 0 0 0 0 0 2 5 13 25 25 37 54 Vu,eo!I (k) 0 0.0 0.0 0.0 -0.3 -1.4 -3.1 -5.6 -8.8 -8.8 -11.5 -14.7 E Mu (ft-k) 0 -1 3 13 8 2 -4 -9 -12 -29 1 0 E Vs (kips) 1 0 1.2 2.4 2.4 3.5 3.8 1 3.4 2.3 0.6 3.9 2.1 0 oM avi 20 15 10 5 0 -5 -10 -15 -zs�1`x ■M -30 r,1 iY�EP� FU1LDIriG � ]SAFF� 3PPJC 5� c;1DN4 FOR 3 1 1 81V 0 - nr-q Ff-m Fr FYI IAF Location Mu,max a (in) Pmin Prego Pmax smas(in) use P� Top Longitudinal -29 ft-k 21.69 0.0008 0.0006 0.0194 no limit 2 # 5 Q 29 in o.c., cont. 0.0008 Bottom Longitudinal 13 ft-k 20.69 0.0004 0.0003 0.0194 18 3 # 5 (M 15 in o.c., oont. 0.0012 Bottom Transverse, ba 0 ft-k / ft 20.19 0.0001 2.5E-05 0.0194 18 3 # 3 Q 15 In o.c. 0.0005 (Cor" A [Satisfactory] CHECK FLEXURE SHEAR Direction Vu max $Vc = 2 b d (f. )° 5 check V. < V. Longitudinal 7 k 56 k [Satisfactory] Transverse 0 k/ ft 18 k/ ft Satisfacto CHECK PUNCHING SHEAR (ACI 318 SEC. 15.5.2, 11.12.1.2, 11.12.6, 8 13.5.3.2) vu(ps/) = pu - R + 0.SyVMubl �1++3- lrApr lrJ AP=2(bl+b2)d 6Jll bJ2IJJ Yv-1 1 r31Y R=Publ l l Af=Abe Af Ovc(pSz)r=0(2+Y) f1c y=,WLV\2, c - ,40 d bo b0= p- ,bl=(cl+d),b2=(c2+d) Column Casa Pu Mu b1 b2 Yv Sc I Y Af Ay R J vu v. 1 0.0 0.0 44.2 26.2 0.5 4.0 1.0 9.0 19.7 0.0 41.8 0.0 112.5 Col.1 2 0.0 17.0 44.2 26.2 0.5 4.0 1.0 9.0 19.7 0.0 41.8 2.4 112.5 3 0.0 17.0 44.2 26.2 0.5 4.0 1.0 9.0 19.7 0.0 41.8 2.4 112.5 1 13.6 0.0 44.2 26.2 0.5 4.0 1.0 9.0 19.7 12.1 41.8 0.5 112.5 Col.2 2 10.1 17.0 44.2 26.2 0.5 4.0 1.0 9.0 19.7 9.1 41.8 2.8 112.5 3 3.3 17.0 44.2 1 262 0.5 4.0 1.0 9.0 1 19.7 3.0 41.8 2.5 112.5 bii b2l I I m L [Satisfactory] Quo �A � �oR BY DATE �r NWT. VFOFMLUM • Oo W ul "Sleet 5tro vJftr ar enlarge existing holes. DMQ so wd cowpwase the performance of the wall. • Do 00 an an ipact wrench to tighten nuts on the anchff tuts. • r trszaera slim Ukkness between the Steel Strong -Wall aW lop pfales or header is 'A' using Simpson Strong -Tie' RrOV-Driwe" Y: x31h' screws (SOS). For additional shim Mmemm, see detail StSSW2 on page 57. • Waft with 2x4 pre -attached studs may also be used in 2x8 rral framing. Install the wall flush to one face of the frarrrirp and add furring to the opposite side. • V4& may be installed with solid or multi --ply headers, see deW 111SS11Y2 page 58 for details. STEEL STRONG -WALL® PRODUCT DATA 11101161 No. W (m) H (in) T (ia) Anchor BMts WwbK 91 Servers T@P of TON Wan dW ( ) Uiy. Dim. (fa) SSW12x7 12 80 314 2 Y. 4 74 SSIM15x7 15 80 314 2 1 6 86 SSW18x7 18 80 3A 2 1 1 9 1 99 SSW21x7 21 80 314 2 1 12 117 SSW24x7 24 80 314 2 1 14 127 SSW12x7.4 12 85h 314 2 3', 4 78 SSW15x7.4 15 85% 3Ye 2 1 6 91 SSW18x7.4 18 1 8514 314 2 1 9 104 SSW21x7.4 21 8514 3h 2 1 12 122 SSW24x7.4 24 8514 3Yz 2 1 14 134 SSW12x8 12 931/, 334 2 3', 4 85 SSW15x8 15 931/ 3A 2 1 6 99 SSW18x8 18 93% 314 2 1 9 113 SSW21x8 21 931/, 3% 2 1 12 132 SSW24x8 24 931/ 3Ye 2 1 14 144 SSW12x9 12 1051A 3h 2 3', 4 94 SSW15x9 15 105% 314 2 1 6 110 SSW18x9 18 1051A - Th 2 1 9 125 SSW21x9 21 105% 3% 2 1 12 147 S5W24x9 24 105% 3% 2 1 14 160 SSW12x10 12 1171/, 3% 2 Y,, 4 104 SSW15x10 15 1171/ 314 2 1 6 121 SSW18x10 18 1171/ 314 2 1 9 138 SSW21x10 21 1171/4 311 2 1 12 162 SSW24x10 24 1171/, 311 2 1 14 177 SSW15x11 15- 129% 514 - 2 1 6 148 SSW18x11 18' 129'/ 5% 2 1 9 167 . SSW21x11 21 1291/ 534 2 1 12 193' SSW24x11 24 :1291/ 514-' 2 1 14 209 .. SSW15x12 15 1411/ 514 2 1 6 160 SSW18x12 181 8 1411/ 5h 2 1 9 180 SSW21x12 21 1411/ 514 1 2 1 12 208 SSW24x12 24 1411/1 514 1 2 1 14 225 SSW18x13 18 153141 534 1 2 1: 9 194 SSW21x13 21 1531/ 514 2 1 12 224 SSW24x13. 24 15MA 514 2 1 14 243 T l Attach to top plates or header with SOS Y; x31h' screws (provided). T V1/ of o� 4 Shim as necessary for W fit HEADER CONNECTION (See page 58 detail f 1/SM for muld-ply header opdoo and page 16 for Garage Portal System) o l o t O D DO NOT cut wall or enlarge existing holes p Place Steel Strong -Wall® panel over the anchor bolts and secure with heavy hex nuts (provided). Snug tight fit required, do not use an impact wrench. • 1Y; wrench/socket required fort' nut •-W-.wranchlsocket required 1,for4ff-nut —14 ge --IT. � ,ail•`- i�DD:j if �i,� ;�� r'Y 0 Strung -Wall" SSWAB ANCHOR BOLTS SSWAB anchor bolts in -Y4' and a ?� I 1' diameters offer flexibility to — h meet specific project demands. �r°°a m.o� Inspection is easy, the head _ is stamped with a "No Equal' _ Hwy rteAbe f.a:Ow symbol for identtfica@gn, bolt a. r ssy length, bolt diameter, and t — rrr optional "HS' for High 4 Strength if specified. MATERIAL: ASTM F1554 Grade 36; High Strer" (HS) — ASTM A449 HNbd An additional nut for tampiate1"albi —it � installation is provided wdh each SSWA8. It may also be — used for SSW installation. patent Pensig _J Steel Strom -Wall Width(n Model No. Div. (in) i e� (10) le (ia) SSWABV4x24 3/4 24 19 12' Model SSWABV4x24HS 3'4 24 19 SSWAB3/4x30 `✓4 30 25 SSWAB3Y4x3OHS V4 30 25 SSWAB-Y4x36HS 9YA 36 31 SSWABIi24 1 24 19 15',18', 21', 24' Models SSWAB..ix24HS 1 24 19 SSWAB1x30 1 30 25 SSWAB1x30HS 1 3.0 25 SSWABix36HS 1 36 31 SSWHSR EXTENSION KIT SSWHSR allows far artrforaipe in fall stemwaII applications where full embedment of an SSWAB into the footing is required. bp a EM The head is stamped for ideriffkah"on litre an SSWAB, Kit includes RM ASTM A449 44111- renglh rod with heavy hex nut fixed in place ON and high strength coupler nut fro not use in place of SSWAB. IFFf Koh- srhom nut Steel Stro lgh W y l Model No. t Taut L (eel (le 12' Model SSWHSR-Yx2KT 3Y, 24 21 SSWHSR,Yuc3KT V4 36 33 1.5',18`,21', 24' Models SSWHSR1xP1CT 1 24 21 SSWHSR1x3KT 1 1 36 1 33 j STEEL STRONG -WALL® ANCHORAGE SOLUTIONS — 2500 psi CONCRETE SSWHSR_KT Patent Pending TOW le = T r SSWHSR le + SSWAB le + 3' f sslwa k SSWHSR and SSWAB AssemblyI Design Criteria Concrete Condition Cracked Anchor Strength Standard SSWAB 94' ANCHOR BOLT SSWAB 1' ANCHOR BOLT ASO Allowable W Uplift (Ibs) (in) 9600 25 de (in) ASD Allowable Uplift (lbs) W (in) de (in) Seismic 9 17100 36 12 ig treng 53 —" —� Uncracked Standard 9600 21 7 17100 32 11 High Strength 19900 34 12 35300 49 17 Wind Cracked Standard 4500 12 6 5600 14 6 6900 16 6 12700 24 8 9600 20 7 17100 30 10 High Strength 11100 22 8 22400 35 12 13500 25 9 26800 39 13 16000 28 10 31600 43 15 19900 33 11 35300 47 16 Uncracked Standard 5600 12 6 5600 12 6 7800 15 6 12000 20 7 9600 18 6 17100 26 , 1 High Strength 11200 1 19 7 -, f22100 "-9_ ` t 13900 22 8 " 26700 . , 341 15800 24 19900 29 10 3 0 ; "' -4 t i34w.� _ Ssue nanac RSAR lnr rnnnriennn 1lh.M...fi.......a.....:..., w .,..a a _ a ___ l — ^. i� ^• r �'\! �'I e=; l i ff l N 0 _A 0 )T. 2. Anchorage designs conform to ACI 318 Appand'K D with no supplementary reinforcement and cracked or uneracked concrete as noted. 3. Anchorstrength Indicates required grade of SSWAB anchor bolt. Standard or High Strength (HS). 4. Seismic Indicates Seismic 0&%ign Category C through F. Detached land 2 family dwellings in SDC C may use wfnd cWrage soluttms: Sir____ —_-_ Seismic anchorage designs conform to ACI'318-05 Secton 0.3.3.4. — — 5. Wind includes Seismic Design Category A and B. 6. Foundation dimensions are for anchorage only. Foundation design (size and m1nfarcementj by Designer. The registered design professional may specify afternate embedmenrt, tooting size or anchor bolt. 3 Strong-Wall9 CURB OR STEMWALL INSTALLATION SSWAB Minimum curbistemwall width per page 34 T ' 3' shear reinforcemKd per papa 34 when H required a• . de 31GIVE MVn, ti l' ,.• t W b5 W i}a % Curb or Stemwall Section View SLAB -ON -GRADE INSTALLATION It'd -9Z4' SSWAB Shear reinforcement per page 34 when 3, required Wall 12tt de 3' Clr. Minim. T IIIIf 'kW b4W ;# Slab-on-Grae Seclion View BRICK LEDGE INSTALLATION Perspective Vier (Slab wt show for da/IfY) Perspective View M r-- -- --- I I i 'h W I I ' I I I I W I I I I 'h W I I I I------- ------ --- III —%W — hW---I Footing Plan SSWAB Minimum curb/stemwall width per page 34 , 3' — Shear reinforcement i t per page 34 when H required ' d ----- -- 3• Cir. Min. luol�uol I nr.�r i 1hWw w ok Brick Ledge Section View I w— Perspective View Anchorage solutions Mail Notes 1. The designer may specify altemate embedment, (oodnp size or bolt grade, 2. Footing dim enslons and re bar requlrements are for anchorage only. 7ATE — Footing Plan Foundation design (slze and reinforcement) by Designer. T W 'h W "I W j 1W 35 SIMPS03 STE_� _�� ,�'.�LL ::anchorage Solutions ohmw Secln View 1 r hw 1 i 1 W � I r ' L_'h W a ] YV hw fooling Plan ,r. L iwsw wmwr *v* memaw wiwmem. footing size or bolt grade. I ko"d mm and rebar regrdremertts are for anchorage only. r STEEI<. STRONG -WALL® ANCHOR BOLT LAYOUT l;- 2 OtaUM Otalamm Distance Farm f3i,w *all from Center From Exterierface is L�riar.d to Canter of of Wall to Center s=Mpils's SSWAfi's Ib1 (B) Icy2W 67 O, 2' 27N gw, 17N �■ 27M 12'Ia' 17N 1 2ri- 1511! 17N 27N 18Y; 1.,A' STEMWALL EXTENSION INSTALLATION Minimum stemwall width per papa 34 3' Max. ill= Stemwall Height= � I (sswaele+ I SSWHSR le + 1 I 3'—de) See page 32 for ] 1 le dimensions ., , SSWHSR Shear reinforcement per page 34 when required i ' SSWAB M Cir.liin. • � I �I i III 31 'feWMia KWMin W Section at Stemwall SSWAB and SSWHSR Extension Application 2t4 pre -attached stud for models up to 10 feet tall �A f Th' r r IN r 2x6 pre -attached... ��_-%� I'� R Stud lot models. ��, ._ E iY DEF taller #hen f.0 feet � `-- FOR DONS-rRUCTION DATE By MUCIML reaca Prim 10 pKV now react rrr�s as lnr aW re Riftv-Smpsm SWWre gray paint CMMS� --=rME5R-wt C*rdLA. FM29M Sam of ROO FLS113 SSW24x8 sftwTT LK00" ;Hew W'Kft r (in.) Attach optional blocking or framing using extra 114 holes Pre -attached wood studs for easier integration into framing Predrilled holes with grommets for wiring Anchors with only two bolts — form -mounted templates allow precise placement before the pour 111111111 T M WALL PROFILES Pre -attached wood studs are 2A for waft T-10' taf, SSW18 F"SSW18 SSW21 SSW21 Attaches easily to header or top plates. NAM 00 Additional11/e" Q 2 diameter holes ` allowed in wood stud at each a obround hole - See page 17 for garage -wall options based on standard installation and Additional page 16 for new openings for higher capacity plumbing and , garage portal electrical system SSW24x10 STANDARD INSTALLATION Patent Pending SSW CVN Foundation design [size and reinforcement)_ by Designer _ —±9- GARAGE INSTALLATION s adliOWN& KK.D■IB CODE" >l� "name Aelal Low s.iaa wind Airm" ASO Shin Lwd V (ilrr) Drill al A1lwsbls Shear (110 un ti 6n at Allwabis SLOW (PA) Allowable ASD Shear Load V (Ihs) Drift at Allowable Shear I (in.) mn pm at Allowable SMO (110) 1000 955 036 9840 1215 0.46 13620 SSar[2a7 4000 955 0.36 9840 1095 0.42 11765 7500 890 0.34 9010 890 0.34 9010 1000 1855 0.36 15655 1860 0.36 15715 S5w»x7 4000 1665 0.33 13550 1665 0.33 13550 7500 1445 628 11340 1445 0.28 11340 1000 2905 0.34 19M 3480 0.41 25805 35wr.k,7 4000 2905 0.34 19660 3250 0.38 23135 7500 2905 0.34 19650 2900 0.35 20370 1000 4200 0.32 23755 4440 1 0.34 25710 SSINZW 4000 4200 0.32 23755 4440 0.34 25710 7500 4200 0.32 23755 4310 0.33 24635 1000 5495 0.29 26270 5730 0.31 27835 SSiA24x7 4000 5495 0.29 26270 5730 0.31 27835 7500 5495 029 M70 5730 0.31 27835 1000 870 0.39 9515 1105 0.49 13970 SSWtW4 4000 870 0.39 9515 970 0.43 10940 7500 750 0.33 7940 750 0.33 7940 1000 1685 0.39 15035 1700 0.39 15215 SSMIt5�7.4 4000 1500 0.34 12905 1500 0.34 12905 7500 1270 0.29 10510 1270 0.29 10510 1000 2700 0.37 19475 3255 0.44 25790 SS1NtW.4 4000 2700 0.37 19475 3040 0.42 23125 7500 2700 0.37 19475 2790 0.38 20390 1000 3890 0.35 23420 4230 0.38 26405 II SSW21x7.4 4000 3890 0.35 23420 4230 0.38 26405 7500 3800 0.35 23420 4035 0.36 24655 1000 5330 0.34 27610 5450 0.34 28485 SSW24x7.4 4000 5330 0.34 27610 5450 0.34 28485 7500 5330 0.34 27610 5450 0.34 28M 1000 775 0.42 9180 985 1 0.53 12560 SWIM 4000 775 0.42 9180 865 0.47 10550 7500 665 0.36 7630 665 0.36 7630 1000 1505 0.42 14515 1530 0.43 14835 SSW15x8 4000 1345 0.37 12545 1345 0.37 12W 7500 1135 0.32 10190 1135 0.32 10190 ! 1000 2480 0.41 19525 2985 0.50 25795 SSW18x8 4000 2480 0.41 19525 2790 0.47 23160 7500 2480 0.41 19525 2560 0.43 20410 1000 3560 0.39 23360 3960 0.43 27240 f SS1M21x8 4000 3560 0.39 23360 3960 0.43 27240 7500 3560 0.39 23360 3700 0.41 24660 SSW24x8 1000 4865 0,37 27435 5105 0.39 29370 4000 4865 D.37 27435 5105 0.39 29370 7500 4865 0.37 27435 5055 0.39 28960 1000 660 0.47 8745 840 0.60 11915 SSW12x9 4000 9W 0.47 8745 705 0.50 9485 7500 50.5... 0.36 6380 505 0.36----.-. 6380 1000 1315 OAS 14250 1315 _.. - A.47, � ;-z- 14250 SSW15x9 4000 1130 0.38 1174Q o 11301- i-''A ',-x.' OA0 I -"7 1 11740 7500 925 0.31 9235 92 -T 3r;r;7 9235 1000: 2145; 0.47 18890 2 ,,0.5 P 25800 SSW18x9 4000 2145 047 18890 24i0�' t 6 59 23130 7500 2145 0.47 18890. ,-z;- 2 65- g i c• • -T.m i 20370 1000 ` 3145 0,46 23265 0 0.52 28215 SSW2lx9 4000: 3145 0.46 23265 3530 0.51 : 27490 7500 3145 0.46 23265I 3280 0,47 24680 1000 4285 0.44 272101 ` �4�- f 0.47 30150 SSW24x9 4000 4285 0.44 27210`'-'- 4605 0.47 30150 7500 4285 0.44 27210 4480 0.46 28970 See footnotes on page 13. the fly lymWre4'k STRUCTURAL & CIVIL ENGINEERING 77.725 Enfield Lane • Unit #130 Palm Desert, California 92211 (760) 772-4411 0 FAX (760) 772-4409 drpfly@aol.com PREPARED FOR: By DATE 8 i JOB CKD DATE d L��n GoNt t31 �, ot-.t ^�2"c� lJ�,SdN S'ftJD� � '1��e•c• IN F,N' W I Z �ZZ —A QUiNTA SAFETY DEPT. FOR CONSTRUCTION t DATE By I I .J I the/ tLy g,1x ttraw STRUCTURAL & CIVIL ENGINEERING 77.725 Enfield Lane • Unit #130 Palm Desert, California 92211 (760) 772-4411 0 FAX (760) 772-4409 drpfly@aol.com BY OrP_ DATE �321 -'�' CKD DATE PREPARED FOR: P= P: F5or 2 � 3 CIO 140 4 ( 5.6 JOB _'tG trot.: w 12X 2Z Asce 7-0 5 T�,� ►z.�-1 C-C)H ENN ATl o N S A S<-F- -7 -05) sex, 2 A�11 J #-e'o (o2.P'-tO, L�� STue-co $OPP7 V)p W = O P6FK7 7�0PL�F- z pl, = Py 2- w 1Zx 2z d.Z. 12.2;" b p 4-u tto � o' Z& + I - 15(p►tt 5 = 25'�41'3 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION BY # 43-16� PG OF-7 thethel fly Nn* buWrew BY ©RP DATE 5 JOB _ ?ORRto�—' STRUCTURAL & CIVIL ENGINEERING 77.725 Enfield Lane • Unit #130 CKD DATE PG Palm Desert, California 92211 (760) 772-4411 • FAX (760) 772-4409 OF drpfly@aol.com PREPARED FOR: �tt%I 1. FK>.r� F, co10f 4 s A, 15 c- s'fe'e'L 0 P'_s.1 _ �rlSL� 13 r"" Fifl1T�oN L.47e-2,a-t, 1.e)�- 13/0L-1 m "&k- 211 PLF- \ 3 41 o: 5 L " 7>� l o . 4�` �d.5� p , 0 7- z /`� I� l,,Lv �� L� Pi..F (171 3�1 to (lot) CITY Or- LA Q'J I NTA BUILDING & SAFM [DEPT- ` APPROVED l FOR CONSTRUCTION DATE 13Y I 77.725 Enfield Lane / Unit #130 Palm Desert, California 92211 (760) 772-4411 0 FAX (760) 772-4409 drpfly@aol.com BY L) F-P DATE JOB „ TO F' ,9A6 CKD DATE PREPARED FOR: ToP Pl.% 3"K_t5'x vL5o.5 w 12XLZ f v z so's If, L�f1��k STl f'P pl. �oTTor1 PL.: 3" x co x V7_ �1'z?G2L PG U L OF I _ I✓µ = �j�� x �p�+ C�.2MD 0.5h��,� - �13;Cok-I3,o�121A K+I.o OL 50 (,u e-4-10 00 Top PLdc*TS j1w C p�aT►�� = 3" x Co it K t/Z") x2) -t 5" = w tI o I N LA QUINTA DUfLDIN 3 & SAFETY DEP1 \PPROVED FOR CONSTRUCTION 4 DATE `s4 � I _.1 J J J i Loads: BLC 1, LATERAL ONLY Results for LC 1, LATERAL ONLY Member Bending Moments (k-ft) Reaction units are k and k-ft 1 The Flying Buttress Windows XP Mode 13-186 J ;ITY OF LA C-?U,IN A BUILDiNG &SAFETY DEPT. APPROVED FOR COfNSTRUC-fiON TORRES STEEL FRAME I LATERAL ONLY 13.6 -13.6 -1.6 . 1.8 Aug 12, 2013 at 8:36 PM TORRES #1.2d Company :The Flying Buttress Aug 12, 2013 Y4 7 Designer Windows XP Mode 8:37 PM Job Number: 13-186 TORRES STEEL FRAME Checked By: Joint Coordinates and Temperatures _ 3 N3 15.5 8.5 0 4 N4 1 15.5 l 0 ! 0 1 Joint Reactions (By Combination) _ LC. _ -._._ Joint Label __ x k] _ _ Y N MZ [k-ft] Load Combinations Member Distributed Loads (BLC 2: LA + DL+ LL) Member Label Direction Shari M nihidfMd..End N!@gn g d.. Start Location t7 % End Location % 1 1 M3 I Y -.341 1 -.341 0 0 Joint Loads and Enforced Displacements (BLC 1: LATERAL ONLY _ Joint Label L,D,M. Direction M nihW k-ft in rad k*s"2f t 1 1 N2 L x 3.195 i Joint Loads and Enforced Displacements (BLC 2: LA T + DL+ LL) Joint_LaW1 L D.M Direction n' k- in •s"?Jft N2 L I x 1 3.195 Member Point Loads (BLC 2: LA + DL+ LL) Ili niNG & SAFETY OEFTT Lc Memher Label Sec Akialfkl } P'2SW;M LU Momentik-ftl 1 1 M1 1 -1752 1 0 i 2 2 -11752 r"' 1.6 A 3 I 3 -1752 1.6 3.801 4 4 -1 1152 0.201 5 _ 5 -1. 5 `— - 3.1601 6 1 M2 11 1. 1.595 0 7 2 1.752 1 1.595 -3.389 8 1 3 1.752 1.595 -6:778 9 1 4 1.752 1 1.5.95 -10.167 10 M3 1 5 1.752 1.595 -13.556 11 1 1 1.595 ! -1.752 1 -13.601 RISA-21) Version 6.0 [C:\Program Files\TORRES #1.r2d] Page 11 I Company :The Flying Buttress Aug 12, 2013 Designer Windows XP Mode 8:37 PM Job Number: 13-186 TORRES STEEL FRAME Checked By: Member Section Forces (Bv Combination) (Continued LC Member Label Sec Wa Ul Sheaft] Mamen11-fti 12 1 1 2 I 1.595 -1.752 1 -6.812 13 3 1 1.595 1 -1.752 1 -..023 14 ! 4 1 1.595 -1.752 6.767 9 5 5 ' 1.595 1 -1.752 1 13.556 Member Section Deflections (By Combination) I f, k4amhor I nhPI Sar: r rint v Gnl fn] tlrr Ratio , 1 1 M 1 1 1 0 1 0 1 NC 1 12 1 2 1 0 -.077 6956.565 3 1 1 1 3 0 -.149 4347.853 1 4 T 4 0 -.209 4%8.975 i 5 ' j 5 0 -.251 NC 6 1 M2 11 0 0 ! NC 7 , 1 2 0 -.077 i 6979.898 8 1 1 1 3 1 0 1 -.148 1 4362.436 9 4 1 0 -.207 1 4985.641 10 5 1 0 1 249 NG 1 11 1 1 M3 1 1 .251 0 NC 12 1 2 1 .25 I -_019 9458.182 1 13 1 1 1 3 E 4 .25 1 25 0 1 .019 1 NC 9650.134 14 1 15 1 1 5 .249 _0 NC Hot Rolled Steel Section Sets Basic Load Cases OLC QpsciIpUon Category x Gravftv Y Joint Point D" 1 1 LATERAL ONLY I EL I I I 1 + DL+ LL I DI Joint Boundary Conditions 1 3 i N2 1 ' S,'FETY DEPT. tier ASD Steel Code Checks (By Combination --' s r 1 r+ Ikf.....L, ok--- 1 rr" PkA- . 1 nnrfrl C-,h- 1 11' 1 nrrfrl P-Mail , .. 9Wkel rFWkeiT r'ln Fnn 1 1 M 1 W 12X22 .311 8.5 .035 i 0 ' 10. '1 1. 5 .6 H2-1 2 1 M2 W12X22 .310 8.5 .035 1 0 10.242 1 21.6 1 21.6 1. 5 .6 1.201 H1-2 3 1 M3 W12X22 .323 0 .038 1 aTE 3.104 1 2d,.6 20.646 1 213 H1-2 RISA-2D Version 6.0 [C:\Program Files\TORRES #1.r2d] Page 12 43 3, kx -.341 k/ft 10.4 1 -2.285k -2.285k 4.9 4.9 Loads: BLC 1, DL + LL Results for LC 1, DL + LL Memher Bending Moments (k-ft) Reaction units are k and k-ft The Flying Buttress Windows XP Mode CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED f FOR CONSTRUCTION DATE gY TORRES-DL + LL ONLY -10.4 Aug 14, 2013 at 8:56 AM untitled.r2d Company The Flying Buttress Designer Windows XP Mode Job Number: Aug 14, 2013 8:50 AM Checked By: I Joint Coordinates and Temperatures Label _ _ x Lfl Y ft Ternp-LF]_ _ — f 1 N1 i 0 0. 8.5 0 l I 2 ! _ _ N2 3 N3 0 15.5 0 8.5 0 1 _ 4 N4 Joint Deflections (By Combination) 15.5 0 0 LC Joint Label x fmi Y IN Rotation rradl 1 1 N 1 1 N2 1 0 0 I 4.261 e-4 2 0 -.003 -9.789e4 3 1 N3 0 -.003 9.789e-4 4 1 N4 0 1 p -4.261 e-i Joint Reactions (By Combination) LC Joint Label X N Y FkI MZ R -ft 1 1 N 1 1 1.222 ! 4.928 0 2 1 _ N4 -1.222 _928 0 3 1 Totals: 0 9.856 4 1 COG (ft): X: 7.75 I Y. 8.5 Joint Boundary Conditions Member Distributed Loads (BLC 1: DL + LL) Member Label Direction Start M ni de d..End Ma nitu a Rift d... Start LocationfflAl End Location % 1 M 1 I Y 1 -.341 1 -.341 1 0 1 0 Joint Loads and Enforced Displacements Joint Label LD-M —Di-redign M k- 'n r "s" No Data to Print ... j RISA-2D Version 6.0 [C:\Program Files\untitled.r2d] Page 1 _ j I i I Company The Flying Buttress Aug 14, 2013 Designer Windows XP Mode 8:50 AM Job Number: Checked By: Member Section Forces (By Combination) I r >1Aomhcr 1 nhn1 tz r A%"Iflrl 'Qk-.441 1 1 M 1_ 1 2 1 1.22-2 1-22-2 4. 2 3.606 10.386 -6.148 2 _ . _ _ 3 3 1.222 0 -10.708 4 4 1.222 -3.606 .148 5 5 1.222 -4. 28 10.386 6 1 M2 1 4.928 -1- 222 0 7 2 4.928 -1.222 2.597 8 3 4.92 -1.222 5.193 9 4 5 4.928 t 4.928 -1.222 -1.222 7.79 10.386 10 11 1 _ M3 1 1 4.928 1.222 0 12 1 2 4.928 1,222 -2.597 13 3 4.928 1.222 -5.193 14 _ 4 1 4.928 1.222 -7.79 1 15 5 4.928 1.222-10.386 Hot Rolled Steel Section Sets 1 I BEAM 1 W12X22 lWide Flan -gel Beam I A36 I BEAM 1 6.48 1 4.66 1 156 2 1 COLUMN I W12X22 lWide Flanqel Beam I A36 BEAM 1 6.4$ 1 -4 66 156 Member ASD Steel Code Checks (By Combination) I C'. I%Aomhcr 1 Ir` Uu� 1 nnrffl CI--., 1 If, l .v-rfFl Cef4cil CM4 .1 CF.17.e� rL, 1+.,, r.,., 1 1 M1 W12X22 .574 7.75 _107 0 3.104 1 21.6 1 8.976 1 .85 H1-2 2 1 M2 W 2X22 .263 8.5 .027 0 10.242 2 . 21. 1.75 .6 H 1-2 3 1 M3 W 12X22 .263 8.5 .027 0 10.2 2 1 21.6 21.6 1.75 .6 H 1-2 Member Section Deflections I f`. AAomhor I mhol -Q r v rinl .. rinl Y-'. 1 &. 0-f4 1 1 M1 1 0 -.003 NC _ 2 2 0 -.061 3191.738 3 3 0 -.09 2121.792 4 4 0 -.061 3191.738 5 5 0 -.003 NC 6 1 1 M2 1 0 0 NC 7 2 0 .011 9109.946 8 3 -:001-- r C01 693.717 507.105 9 4 •.092- FV 10 5 '•.0 0 , 1 NC 11 1 M3 1 t NC 12 2 0 A. 1109.946 13 3 -.001 r" "' 04 1693.717 14 4 5 002 .003 - 0 6507.105 NC 15 ._ i DATE _ E3Y Basic Load Cases BLC Description categgy X GravitvY Gravity J int Point Distributed DL + LL None 2 I 1 .J RISA-2D Version 6.0 [C:\Program Files\untitled.r'Ld] Page 2 ._J ompanv The Flying Buttress Aug 14, 2013 Designer Windows XP Mode 8:50 AM Job Number: Checked By: 1 Load Combinations J De i 'on SolvePD... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BL ctor BLC Fact r B C actor 1 DL + LL Yes 1 I 1 ITY OF LA QUINTA E-?UILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE —� By RISA-2D Version 6.0 [C:\Program Files\untitled.r2d] Page 3 ---------------------- �M I i 0 ----------- 7 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY - Project: TORRES-LAKE LQ Location: B -1 EX. RIDGE Multi -Loaded Multi -Span Beam [2010 California Building Code(2005 NDS)] 2.688 IN x 11.875 IN x 20.0 FT (6 + 14) 2.0E Parallam - iLevel Trus Joist Section Adequate By: 88.1 % Controlling Factor. Moment Live Load -0.01 IN U5687 0.08 IN L/2029 Dead Load -0.01 in 0.09 in Total Load -0.02 IN U3857 0.17 IN U991 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U2 -� REACTIONS A B C Live Load 722 lb 2643 lb 437 b Dead Load 357 b 3051 b 510 b Total Load 1078 b 5694 lb 946 b -� Uplift (1.5 F.S) -158 lb 0 lb 0 lb Bearing Length 0.53 in 2.83 in 0.47 in BEAM_DATA Lett Center Span Length 6 ft 14 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 6 ft 14 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPEBM9a 2.0E Parallam - iLevel Trus Joist Base Values Adjusted Bending Stress: Fb = 2900 psi Fb' = 2114 psi Cd=1.00 C1=0.73 CF=1.00 Shear Stress: Fv = 290 psi Fv' = 290 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. -L to Grain: Fc -1= 750 psi Fc --L = 750 psi Controlling Moment: -5916 ft-lb Over left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: 3040 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Read Section Modulus: 33.58 in3 63.16 in3 Area (Shear): 15.73 in2 31.91 in2 Moment of Inertia (deflection): 90.82 in4 375.03 in4 Moment: -5916 ft-lb 11129 ft-lb Shear: 3040lb 6170lb Denise R. PoeftleButtner PE l The Flying Buttress L�-7 77725 Enfield Lane #13016�m Palm Desert, CA 92211 StruCalc Version 8.0.112.0 8/12/2013 10:06:20 PM LOADING DIAGRAM 5- t Ex . R 1 O&L 1078 5491 94(o UNIFORM LOADS LP$ Center Uniform Live Load 260 ptf 0 pif Uniform Dead Load 286 plf 0 ptf Beam Self Weight 10 plf 10 plf Total Uniform Load 556 pit 10 Of TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load 260 plf Left Dead Load 286 plf Right Live Load 0 plf Right Dead Load 0 plf Load Start 0 ft Load End 14 ft Load Length 14 ft r :_l-y Cy- LA QUINTA & SAFE P R 0 V D WR GUNSTRUCTION DATE __ ___— BY Project: TORRES-LAKE LQ Location: B - 2 EX. VALLEY Roof Beam [2010 California Building Code(2005 NDS)] 2.688 IN x 14.0 IN x 20.0 FT 2.0E Parallam - !Level Trus Joist Section Adequate By: 54.2% Controlling Factor. Deflection Live Load 0.29 IN U820 Dead Load 0.36 in Total Load 0.65 IN U370 ,Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U2 REACTIONS A B Live Load 1329 lb 665 lb Dead Load 1580 lb 849 lb Total Load 2909 lb 1513 lb Bearing Length 1.44 in 0.75 in BEAM DATA Span Length 20 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch Side One: 0 :12 Roof Pitch Side Two: 0 :12 Roof Duration Factor 1 MATERIAL PROPERTIES 2.0E Parallam - il-evel Trus Joist Base Values Bending Stress: Fb = 2900 psi Cd=1.00 CF=0.98 Shear Stress: Fv = 290 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi Comp. -L to Grain: Fc - 750 psi Controlling Moment: 11319 ft-lb 10.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 2909 lb At support. Created by combining all dead and live loads. Adjusted Fb' = 2851 psi Fv' = 290 psi E' = 2000 ksi Fc - -L' = 750 psi Comparisons with required sections: Read Provided Section Modulus: 47.65 in3 87.79 in3 Area (Shear): 15.05 in2 37.63 in2 Moment of Inertia (deflection): 398.61 in4 614.54 in4 Moment: 11319 ft-lb 20856 ft-lb Shear. 2909 lb 7274lb J Denise R. Poeltler PE The Flying Buttress I 77725 Enfield Lane #130 Palm Desert, CA 92211 StruCalc Version 8.0.112.0 8/12/2013 10:06:21 PM e) - z ex . vbu'e j It ROOF LOADING 15� Side One: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 22 psf Rafter Length (Hip/Valley): RL = 14.1 ft Tributary Width based on half span of rafters. Side Two: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 22 psf Rafter Length (HiplValley): RL = 14.1 ft Tributary Width based on hatf span of rafters. Wall Load: WALL = 0 plf Non -Snow Roof Loaded Area: RLA = 0 plf SLOPEIPITCH ADJUSTED LENGTHS AW LQA � Adjusted Beam Length: Ladj = 20 ft Beam Self Weight BSW = 12 plf Beam Triangular Live Load Adjusted For Slope: TRL = 199 plf Beam Triangular Dead Load Adjusted For Slope: TRD = 219 plf Beam Uniform Dead Load Adjusted For Slope: wD-adj = 0 plf LA QU1NTA ,L�il-D1NG & SAFE D -PT. F OR COMSTRUCTION OATE�BY Project: TORRES-LAKE LQ Location: B - 3 EX. HIP Roof Beam (2010 California Building Code(2005 NDS)] 2.688 IN x 11.875 IN x 16.5 FT 2.0E Parallam - iLevel Trus Joist Section Adequate By: 101.7% Controlling Factor. Deflection DEFLECTIONS Center Live Load 0.18 IN U1075 Dead Load 0.22 in Total Load 0.41 IN U484 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: L12 REACTIONS A B Live Load 910 lb 455 b Dead Load 1083 lb 583 b Total Load 1993 lb 1038 b Bearing Length 0.99 in 0.51. in Span Length 16.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch Side One: 0 :12 Roof Pitch Side Two: 0 :12 Roof Duration Factor 1 MATERIAL PROPERTIES 2.0E Parallam - iLevel Trus Joist Base Values Adjusted Bending Stress: Fb = 2900 psi Fb' = 2903 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 290 psi Fv' = 290 psi Cd=1°:00 - Modulus of Elasticity: E = , 2000 ksi E' = 2000 ksi Comp. -L to Grain: Fc - -L = 750 psi Fc - -L = 750 psi Denise R. Poeltler PE l The Flying Buttress 77725 Enfield Lane #130 Palm Desert, CA 92211 StruCalc Version 8.0.112.0 8/121201310:06:21 PM I&S ft 1038 Side One: ' Roof Live Load: LL = 20 psf Roof Dead Load: DL = 22 psf Rafter Length (Hip/Valley): RL = 11.7 ft Tributary Width based on half span of rafters. Side Two: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 22 psf Rafter Length (HipNalley): RL = 11.7 ft Tributary Width based on half span of rafters. Wall Load: WALL = 0 plf Non -Snow Roof Loaded Area: RLA = 0 pd I'd'd d LOPFJPITCH ADJUSTED L LOADS Controlling Moment: 6400 ft-lb Adjusted Beam Length: Ladj = 16.5 ft 8.25 ft from left support Beam Self Weight: BSW = 10 plf Created'by combining all dead and live loads. Beam Triangular Live Load Adjusted For Slope: TRL = 165 plf Controlling Shear: 1993 lb Beam Triangular Dead Load Adjusted For Slope: TRD = 182 plf At support. ` l' d Beam Uniform Dead Load Adjusted For Slope: wD-adj = 0 plf I Created by combining a., ea an Ne oa s. Comparisons with required sections: Read Section Modulus: 26.45 in3 Area (Shear): 10.31 in2 1 Moment of Inertia (deflection): 185.95 in4 J Moment: 6400 ft-lb Shear 1993 Ib I Provided 63.16 in3 31.91 in2 375.03 in4 15282 ft-lb 6170 lb &{- i FGR CON DATE�Y I J I Project: TORRES-LAKE LQ ,/ / Location: B - 4 EX. 6X14 PATIO BEAM Denise R. Poeltler PE Roof Beam The Flying Buttress `/�7 77725 Enfield Lane #130 f [2010 California Building Code(2005 NDS)] Palm Desert, CA 92211 w 5.5INx13.5INx6.5FT #1 - ion Adequate -Dry Use �StruCalc Version 8.0.112.0 8/12/201310:06:21 PM Section Adequate By: 557.0% Controlling Factor. Shear LOADING DIAGMM DEFLECTICenter '✓ 4' EX �O x l4 Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/8893 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/2 i A_ B Live Load 585 lb 585 Ib Dead Load 696 lb 696 lb Total Load 1281 lb 1281 lb Bearing Length 0.37 in 0.37 in -- BEAM DATA Span Length 6.5 ft Unbraced Length -Top 0 ft Unbraced Length-B tt 0 ft 0 om Roof Pitch 0 :12 Roof Duration Factor 1 MATERIAL P PERTIES #1 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 1350 psi Fb' = 1332 psi Cd=1.00 CF--0.99 Shear Stress: Fv = 170 psi Fv' = 170 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi IF = 1600 ksi Min Mod of Elasticity E min = 580 k ' E - _ Comp.1 to Grain: Fc - �- = si 625 psi _min - ksi Fc - L' = 625 psi 625 SLOPFJPITCH A TED LENGTHS AND LOADS Adjusted Beam h: Ladj = 6.5 ft Controlling Moment: 2081 ft-lb Beam Self Weight BSW = 16 plf 3.25 ft from left support Beam Untform Live Load: wL = 180 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD adj = 214 plf Controlling Shear: -1281 lb Total Untform Load: wT = 394 p1f At support. Created by combining all dead and live loads. Comparisons with required sections: BgLd PMvided Section Modulus: 18.74 in3 167.06 M3 Area (Shear): _ _ ,- 11.3 in2- 74.25 in2 Momentof Inertia (deflection): 30.43 in4 1127.67 in4 _ - Moment 2081 ft-lb 18550 ft-lb Shear: -1281 lb. 8415 lb IT °r O F LACK U NTA L3,UILDiNG & SAFETY DEPT. I FO'k CONSTRUCTION BY-7 Y - Project: TORRES-LAKE LQ Location: B - 5 EX. 6X14 Roof Beam [2010 California Building Code(2005 NDS)] 5.5 IN x 13.5 IN x 4.0 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 967.6% Controlling Factor. Shear Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: LI2 —1 REACTIONS A B Live Load 360 lb 360 lb JI Dead Load 428 lb 428 lb Total Load 788 lb 788 lb Hearing Length 0.23 in 0.23 in B9AM PAT Span Length 4 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 it Roof Pitch 70 :12 Roof Duration Factor 1 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. -L to Grain: Base Values Fb = 1350 psi Cd=1.00 CF=0.99 Fv = 170 psi Cd=1.00 E = 1600 ksi E_min = 580 ksi Fc - -L = 625 psi Controlling Moment: 788 ft-lb 2.0 it from left support Created by combining all dead and live loads. Controlling Shear: 788 lb At support. Created by combining all dead and live loads. Adjusted Fb' = 1332 psi FV = 170 psi E' = E_min' _ Fc-_-'= 1600 ksi Denise Pcetresftler PE I The Flying Buttress �-7 77725 Enfield Lane #130 ❑F I Palm Desert; CA 92211 StruCalc Version 8.0.112.0 8/12201310:06:21 PM ta-5 exC co -A i,�- fr ROOF LOADING Side One: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 22 psf Tributary Width: TW = 9 ft Side Two: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 0 psf Tributary Width: TW = 0 ft Wall Load: WALL = 0 plf Non -Snow Roof Loaded Area: RLA = 0 pff 580 ksi SLOPEWITCH ADJUSTED LENGTHS AND LOADS 625 psi Adjusted Beam Length: Ladj = 4 it Beam Self Weight BSW = 16 pif Beam Uniform Live Load: wL = 180 plf Beam Uniform Dead Load: wD adj = 214 plf Total Uniform Load: wT = 394 plf Comparisons with required sections: Reqed Provided Section Modulus: 7.1 in3 167.06 in3 Area (Shear): 6.95 in2 74.25 M2 Moment of Inertia (deflection): 7.09 in4 1127.67 in4 Moment: 788 ft-lb 18550 ft-lb Shear: 788 lb 8415lb cl-T-Y OF LA QUINTA F DINNG &SAFETY DPT. �PCO�N ®RU�ION OR [DATEr BY _� Project:-(ORRES-LAKE LQ Location: B - 6 NEW BEAM AT KITCHEN Multi -Loaded Multi -Span Beam [2010 California Building Code(2005 NDS)] 5.125 IN x 18.0 IN x 23.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 30.9% Controlling Factor: Moment DEFLECTIONS Genter Live Load 0.29 IN U941 Dead Load 0.52 in Total Load 0.81 IN U339 Live Load Deflection Criteria: 1-/360 Total Load Deflection Criteria: L240 REACTIONS A S Live Load 3672 lb 2165 lb Dead Load 5712 lb 3999 lb Total Load 9384 lb 6164 lb Bearing Length 2.82 in 1.85 in BEAM_D Center Span Length 23 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 23 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0.78 Notch Depth 0.00 24F-V4 - Visually Graded Western Species Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2284 psi Cd=1.00 Cv=0.95 Shear Stress: Fv = 265 psi Fv = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp.-LtoGrain: Fc--L= 650 psi Fc --L= 650 psi Controlling Moment: 40231 ft-lb 15.41 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 9384 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provide_ d Section Modulus: 211.39 in3 276.75 in3 Area (Shear): 53.12 in2 92.25 in2 Moment of Inertia (deflection): 1764.86 in4 2490.75 in4 Moment: 40231 ft-lb 52669 ft-lb Shear: 9384 lb 16298lb j 6noDenise PL The Flyingg Buttress 77725 Enfield Lane #130 Palm Desert, CA 92211 StruCalc Version 8.0.112.0 8/16/2013 8:44:03 AM LOADING DIAGRAM - co W/g y- I bL 6) 24Ik Vol G= 3/4:' 5-2 - IZgcq* 1 2 14t 7.51 xs ft B g384 �Ir�} UNIFORM LOADS Center Uniform Live Load 40 ptf Uniform Dead Load 152 plf Beam Self Weight 20 plf Total Uniform Load 212 plf PQINT LQAO _CENTER SPAN Load Number One Two Three Four Live Load 2643 Ib 1329 Ib 585 lb 360 Ib Dead Load 3051 lb 1580 lb 696 Ib 428 Ib Location 1.5 ft 15.5 ft 15.5 ft 15.5 ft 8-I S-2 13-4 6-5 CITy OF: LA DEPT. I NTA BUILDING & SAFETY APPROVED N FOR GO DATE ---- BY 7 i ?: o]ect: TbRRES-LAKE LQ 1 ie Demise Flying Butt ss ¢�/ rflcation: B - 7 EX. RIDGE AT LIVING ROOM � 1 The Flying Buttress �7 Roof Beam 77725 Enfield Lane #130 / f (2010 California Building Code(2005 NDS)] Palm Desert, CA 92211 5.125 IN x 18.0 IN x 25.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 74.5% Controlling Factor: Deflection DEFLECTION Center Live Load 0.31 IN 1-/957 Dead Load 0.40 in Total Load 0.72 IN U419 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A -Q Live Load 2000 lb 2000 lb Dead Load 2569 lb 2569 lb Total Load 4569 lb 4569 lb Bearing Length 1.37 in 1.37 in BEAM DATA Span Length 25 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Conbolled by: Fb_cmpr = 1850 psi Fb' = 2265 psi Cd=1.00 Cv=0.94 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 18W ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp.-LtoGrain: Fc--L= 650 psi Fc--L= 650 psi Controlling Moment: 28556 ft-lb 12.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -4569 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Prpvided Section Modulus: 151.3 in3 276.75 in3 Area (Shear): 25.86 in2 92.25 in2 Moment of Inertia (deflection): 1427.57 in4 2490.75 in4 Moment: 28556 ft-lb 52232 ft-lb Shear: -4569 lb 16298lb StruCale Version 8.0.112.0 8/12/2013 4:43:23 PM LOADING DIAGRAM 13- -7 EX . 12I 0(oe A ft 451001 45 ROOF LOADING Side One: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 22 psf Tributary Width: TW = 8 ft Side Two: Roof Live Load: LL = 20 psf Roof Dead Load: DL = 0 psf Tributary Width: TW = 0 It Wall Load: WALL = 0 pU Non -Snow Roof Loaded Area: RLA = 200 Of SLOPEJPITCH LENGTHS ANQ LOADS Adjusted Beam Length: Ladj = 25 ft Beam Self Weight BSW = 20 pif Beam Uniform Live Load: wL = 160 plf Beam Uniform Dead Load: wD_adj = 206 plf Total Uniform Load: WT = 366 plf �11� or LA QUINTA BUILDING & SAFETY DEFT. FOR CONSTRUCTION DATE --- i3Y I 'Project: ! ORRES-LAKE iQ Location: B - 8A HIGH BEAM Mufti -Loaded Multi -Span Beam [2010 California Building Code(2005 NDS)] 5.5 IN x 9.5 IN x 6.0 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 34.8% Controlling Factor. Moment DEFLECTIONS Center Live Load 0.02 IN U2911 Dead Load 0.03 in Total Load 0.06 IN U1263 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 R_ EAPnQNS A B Live Load 1000 lb 1000 lb Dead Load 1318 lb 1318 lb Total Load 2318 lb 2318 lb Bearing Length 0.67 in 0.67 in BEAM DATA Center Span Length 6 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values Ad*usted Bending Stress: Fb = 1350 psi Fb' = 1350 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 170 psi C&1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E min' = 580 ksi Comp. -L to Grain: Fc - -L = 625 psi Fc 625 psi Controlling Moment: 6904 ft-lb 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2318 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 61.37 in3 82.73 in3 Area (Shear): 20.46 in2 52.25 in2 Moment of Inertia (deflection): 74.7 in4 392.96 in4 j Moment: 6904 ft-lb 9307 ft-lb J Shear: -2318 lb 5922lb j j r Denise PButtttler, PE ss 7 I The Flyingg Buttress ff 77725 Enfield Lanw#43a. �. Palm Desert, CA 92211 SbwCalc Version 8,0.11 &0 9/3U/201310:28:41 AM LOADING DIAGRAM p - SOL H 1 GvR VA POOW VUL I F1 Gxlo OkA I 8-7 IZ 16 Bft z315 23 lg UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 11 plf Total Uniform Load 11 ptf POINTL - CENMR SPAN Load Number One Live Load 2000 lb /� � 4S'�` 1 Dead Load 2569 lb 0-1 Location 3 ft r - j LA C� U I'�•liA e ,•_3 t . &AFETY DEPT. a TD 0'V ED FOR CONSTRUCT10N PATE BY ............. � I Project: I ORRES-LAKE LQ Location: B - 6 STEEL FRAME Multi -Loaded Multi -Span Beam [2010 California Building Code(AISC 13th Ed ASD)] A36 W12x22 x 15.5 FT Section Adequate By: 141.9% Controlling Factor. Moment Live Load 0.07 IN L/2746 Dead Load 0.15 in Total Load 0.21 IN U873 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/2 REACTION$ A _Q Live Load 1543 lb 1543 Ib Dead Load 3556 lb 3556 lb Total Load 5098 lb 5098 lb Bearing Length 0.73 in 0.73 in BEAM DATA Center Span Length 15.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 15.5 ft Denise Buttress r PE � The Flying Buttress 77725 Enfield Lane #130 Palm Desert, CA 92211 StruCalc Version 8.0.112.0 LOADING DIAGRAM �.a WMYZZ 2 1 5 01 5 8/14/2013 9:48:55 PM 15.5 n ZZ85-' 2 1 +Ic STEEL PROPERTIES UNIEGRM LOO Center W12x22 - A36 Uniform Live Load 70 plf Uniform Dead Load 271 pff Properties: Beam Self Weight 22 pff Yield Stress: Fy = 36 ksi Total Uniform Load 363 pff Modulus of Elasticity: E = 29000 ksi Depth: d = 12.3 in PD11i. LOADS - CENTER SPAN Web Thickness: tw = 0.26 in Load Number One Two Flange Width: bf = 4.03 in Live Load 1000 lb 1000 lb Flange Thickness: tf = 0.43 in Dead Load 1285 lb 1285 lb Distance to Web Toe of Fillet: k = 0.73 in Location 4.75 ft 10.75 ft Moment of Inertia About X-X Axis: Ix = 156 in4 Section Modulus About X-X Axis: Sx = 25.4 in3 Plastic Section Modulus About X-X Axis: Zx = 29.3 in3 Design Properties per AISC 13th Edition Steel Manual: Flange Buckling Ratio: FBR = 4.74 Allowable Flange Buckling Ratio: AFBR = 10.79 Web Buckling Ratio: WBR = 41.73 Allowable Web Buckling Ratio: AWBR = 106.72 Controlling Unbraced Length: Lb = 0 ft Limiting Unbraced Length - for lateral -torsional budding: Lp = 3.53 ft Nominal Flexural Strength w/ safety factor: Mn = 52635 ft-lb Controlling;Equation: f 2 9 Web height to thickness ratio.. ` - hlhv = 41:73 Limiting height to thickness ratio for eqn. G2-2: h/tw-limit = 63.58 Cv Factor: Cv = 1 Controlling Equation: G2-2 Nominal,Shear Strength.w/ safety factor: .,.Vn. _. . 46051. lb Controlling Moment: 21755 ft-1b CITY 0 r !� 7 U� A 7.75 Ft from left support of span 2 (Center Span) �� SAFETY DEPT- Created by combinng"all dead loads and live loads on'span(s)2.v�i-ci� �f Controlling Shear, 5098-Ib - PIP � -V-�� 16.0 Ft from left support of span 2 (Center Span) STP�CTI�N Created by combining all dead loads and live loads on span(s�� 0 Comparisons with required sections: Rea' BY Moment of Inertia (deflection): 42.89 in4 156 in4 DATE Moment: ' 21755 ft-1b ` 52635 ft-lb Shear: 5098-1b 46051 lb - Project:'TORRES-LAKE LQ Location: B-9 NEW KITCHEN BEAM AT FRIDGE Multi -Loaded Multi -Span Beam [2010 California Building Code(2005 NDS)] 5.5 IN x 9.5 IN x 4.5 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 113.9% 1 Controlling Factor. Moment DEFLECTIONS Center Live Load 0.01 IN U5802 Dead Load 0.01 in Total Load 0.02 IN U2585 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L12 � Denise R. Poeitler PE 4& / The Flying Buttress // rl 77725 Enfield Lane #130 or Palm Desert, CA 92211 StruCalc Version 8.0.112.0 5-9 K 1 TGft,rJ 8112/201310:30:17 PM CoXlo Oft-41 REACTIONS A B Live Load 1068 lb 895 lb Dead Load 1327 lb 1111 lb Total Load 2395 lb 2006 lb Bearing Length 0.70 in 0.58 in _ I BEAM DATA Center Span Length 4.5 ft 4.5 R ADL 13 Unbraced Length -Top O ft 23 Unbraced Length -Bottom 4.5 ft Live Load Duration Factor 1.00 LINI.FQW L. MS Center Notch Depth 0.00 Uniform Live Load 90 pff Uniform Dead Load 99 plf MATERIAL PROPERTIES MAT ERIALDouglas-Fir PER Beam Self Weight 11 pff #1 - Total Uniform Load 200 plf Base Values Adjusted Bending Stress: Fb = 1350 psi Fb' = 1350 psi POINT LOADS - CENTER SPAN Cd=1.00 CF=1.00 Load Number One Two Three Shear Stress: Fv = 170 psi Fv' = 170 psi Live Load 437115 665 Ib 455 lb W-1,00 Dead Load 510 lb 849 Ib 583 1b Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Location 2 ft 2 ft 2 ft Arlin. Mod. of Elasticity: E min = 580 ksi E_min' = 580 ksi Comp. -L to Grain: Fc - -L = 625 psi Fc -1' = 625 psi P Controlling Moment: 4351 ft-lb 2.03 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 2395 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 38.67 in3 82.73 in3 Area (Shear): 21.13 in2 52.25 in2 Moment of Inertia (deflection): 36.48 in4 392.96 in4 Moment: 4351 ft-lb 9307 ft-lb Shear: 23951b 59221b cITY �OF LAU INTDEPA BUILDING & SAFETY J APPROVED tc - jV1CONSTRUCTION DATE 1 � Project: TORRES-LAKE LQ Location: PAD FOOTING AT STEEL FRAME Footing [2010 California Building Code(2005 NDS)] Footing Size: 3.0 FT x 3.0 FT x 18.00 IN Reinforcement: #5 Bars @ 7.00 IN. O.C. E/W / (5) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: Fc = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover. c = 3 in FOOTING SIZE Width: W = 3 ft Length: L = 3 ft Depth: Depth = 18 in Effective Depth to Top Layer of Steel: d = 14.06 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m = 4 in Column Depth: n = 12 in Baseplate Width: bsw = 12 in Baseplate Length: bsl = 15 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = Effective Allowable Soil Bearing Pressure: Qe = Required Footing Area: Areq = Area Provided: A = Baseplate Bearing: Bearing Required: Bear= Allowable Bearing: Bear -A = Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = Allowable Beam Shear: Vc1 = Punching Shear Calculations (Two Way Shear): Critical Perimeter Bo = Punching Shear: Vu2 = Allowable Punching Shear (ACI 11-35): vc2-a = Allowable Punching Shear (ACI 11-36): vc2-b = Allowable Punching Shear (ACI 11-37): vc2-c= Controlling Allowable Punching Shear. vc2 = Bending Calculations: Factored Moment: Mu = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: a = Steel Required Based on Moment: As(1) = Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = Controlling Reinforcing Steel: As-reqd = Selected Reinforcement: #5's @ 7.0 in. o.c. e/w (5) Min Reinforcement Area Provided: As = Development Length Calculations: Development Length Required: Ld = Development Length Supplied: Ld-sup = Note: Plain concrete adequate for bending, therefore adequate development length not required. 733 1275 5.18 9.00 9240 497250 0 37969 Denise R. Poeltler PE + _! The Flying Buttress 7 +" N 77725 Enfield Lane #130 Palm Desert, CA 92211 StruCalc Version 8.0.112.0 8/12/20131PM LO DING DIAGRAM f 18 in R i ft Pwt0 t.' i Isf f. { 1 si M f , 3R 99.25 i i FQUtIQ LOADING 4904 11 Live Load: PL = 3300 Ib 228740 Dead Load: PD = 3300 b 401309 I Total Load: PT = 6600 Ib 209356 1 Ultimate Factored Load: Pu = 9240 Ib 209356 Weight to resist uplift w/ 1.5 F.S.: U.R. = 1305 Ib 25153 in -lb 754060 in -lb 0.80 in 0.05 in2 1.30 in2 1.30 in2 1.53 in2 15 in 11 in CITY OF LA OUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE By -- 3 In y 3 in