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11-1275 (AR)
P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 T,iht 4 4 Q" BUILDING & SAFETY DEPARTMENT BUILDING PERMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 3/08/12 Application Number: 11-00001275 Owner: Property Address: 47410 VIA CORDOVA WENDY WHITING APN: 643-100-029- - - 47410 VIA CORDOVA Application description: ADDITION - RESIDENTIAL LA QUINTA, CA 92253 Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 25453 11 0 /A Contractor: W iI Applicant: Architect or Engineer: EDWARDS, JOHN afR V 30645 BAYHILL CT CATHEDRAL CITY, CA 92234tth �1WCC : OK t N 1pr Lic. No.. OK ------------------------------------------------------------------------------------------------- LICENSED CONTRACTOR'S DECLARATION WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with I hereby affirm under penalty of perjury one of the following declarations: Section 70001 of Division 3 of the Business and Professionals Code, and m License is in full force and effect. _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided License Class: License No.: for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ate: 2 ontractor: I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_ 1 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 improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). I _ 1 I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY 1 hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: LQPERMIT insurance carrier and policynumber are: Carrier OK 03/0 1/18olicy Number OK I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the w kers' compensation provisions of Section 3700 of the Labor Code, I all forth ith comply ith those provisions. � r WARNING: FAILURE TO SECU WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is corre5 I agree to comply with all city and county ordinances and state laws relating to building 7ne uction, and hertjtSy/authorize representatives of this county /tto enter upon th above-mentioned property f rc rV'V' t�I�z nature (Applicant or Agentl: Application Number . . . . . 11-00001275 ------ Structure Information 315SF ADDITION/VB/RES-3/CLASSA-FR [ENG] ----- Other struct info . . . . . CODE EDITION 2010 # BEDROOMS 1.00 FLOOD ZONE NO ---------------------------------------------------------------------------- 1ST FLOOR SQUARE FOOTAGE 315.00 Permit ELECT - ADD/ALT/REM Additional desc . . Permit Fee . . . . 26.03 Plan Check Fee 6.51 Issue Date . . . Valuation . . . . 0 Expiration Date 9/04/12 Qty Unit Charge Per Extension BASE FEE 15.00 315.00 .0350 ---------------------------------------------------------------------------- ELEC NEW RES - 1 OR 2 FAMILY 11.03 Permit BUILDING PERMIT Additional desc . . Permit Fee . . . . 258.50 Plan Check Fee 168.03 Issue Date . . . . Valuation . . . . 25453 Expiration Date . . 9%04/12 Qty Unit Charge Per Extension BASE FEE 252.00 1.00 6.5000 ---------------------------------------------------------------------------- THOU BLDG 25,001-50,000 6.50 Permit MECHANICAL Additional desc . . Permit Fee . . . . 41.50 Plan Check Fee 10.38 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 9/04/12 . Qty Unit Charge Per Extension BASE FEE 15.00 1.00 4.5000 EA MECH VENT INST/ DUCT ALT 4.50 1.00 9._0000 EA MECH B/C <=3HP/100K BTU 9.00 1.00 6.5000 EA MECH AH <=10K CFM 6.50 1.00 6.5000 ----==== ------------------------------------------------------------------ EA' MECH VENT FAN 6.50 Permit PLUMBING Additional desc . . Permit Fee . . . . 54.00 Plan Check Fee 13.50 Issue Date . . . . Valuation . . . . 0 LQPERMIT Application Number . . . . . 11-00001275 Permit . . . . . PLUMBING Expiration Date . . 9/04/12 Qty Unit Charge Per Extension BASE FEE 15.00 5.00 6.0000 EA PLB FIXTURE 30.00 1.00 6.0000 EA PLB ROOF DRAIN 6.00 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 ---------------------------------------------------------------------------- Special Notes and Comments 315SF CASITA ADDITION/VB/RES-3/CLASS A -FR [ENGINEERED] THIS PERMIT DOES NOT INCLUDE ALTERATIONS TO THE EXISTING DWELLING. 2010 CALIFORNIA BUILDING CODES. March 2, 2012 3:14:17 PM AORTEGA ---------------------------------------------------------------------------- Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473) 2.00 ENERGY REVIEW FEE 16.80 STRONG MOTION (SMI) - RES 2.55 Fee summary Charged Paid Credited Due Permit Fee Total 380.03 .00 .00 380.03 Plan Check Total 198.42 .00 .00 198.42 Other Fee Total 21.35 .00 .00 21.35 Grand Total 599.80 .00 .00 599.80 LQPERMIT Bin # City of LdQ uinta Building 8'r Safety Division P.O. Box 1504, 78-495 Calle Tampico La La Quinta, CA 92253 - (760) 777-7012 Permit Application and Tracking Sheet Permit # \V Project Address: 7 — ` v Vt ck c, r Owner's Name: P A. P. Number: Address: rU b Legal Description: City, ST, Zip: S� Contractor: l.(% Tele phone: _ -77/— 'wk>� <;;::>::;.:• ,�,`...�,. 4 7/` Address: 0 �� f C Project Description: City, ST, Zip: Telephone: �t�t) _4/—>� ` <n >? , State Lie. # : d �o City Lie. #: Arch., Engr., Designer: Address: " City, ST, Zip: Telephone:y :: {oa '. ; �.: � •yza" State Lie. #: Wit' Name of Contact Person: Construction Type: Occupancy: Project type circle one): New Add'n Alter Repair Demo Sq. Ft.: �) S' # Stories: #Units: Telephone # of Contact Person: Estimated Value of Project: 2�J • &4 0� APPLICANT: DO NOT WRITE BELOW THIS UNE N Submittal Req'd Recd TRACKING PERMIT FEES Plan SetsPlan Check submitted �'Zgll) Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Cates. Called Contact Person ` Plan Check Balance Title 24 Cales _ Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2'' Review, ready for correcti slue Electrical Subcoutactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- '`' Review, ready for correctionstissue Developer Impact Fee Planning Approval Called Contact Person ,I,P,P, Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees I I KJ ztAf '� Jz • v . LB-o't Sz . � pyI Isot - W pfc- 1 Ota- V-1- 3I Z`Z8 2 la/i9 fA*45 *VArc,J�� CERTIFICATE OF COMPLIANCE 4��N Desert Sands Unified School District 47950 Dune Palms Road ¢ BERMUDA DUNES O CA RANCHO MIRAGE Date 3/5/12 La Quinta, CA 92253 INDIAN WELLS No. 31214 �� P LMDESERT QUINTA (760) 771-8515QINDIO y,)S� 0 Owner Wendy Whiting APN # 643-100-029 Address 47410 Via Cordova Jurisdiction La Quinta City La Quinta Zip Permit # Tract # No. of Units 1 Type Residential Addition Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 47410 Via Cordova 315 Unit 6 Unit 2 Unk 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments Casita at=hed to home w/outside entrance. At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patiosfwalkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: Residential Addition 500 Sq Feet or Less EXEMPT This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $0.00 X 315 S.F. or $0.00 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By Exempt - John J Edwards Check No. Name on the check Telephone 760-841-5609 Funding Exempt BY Dr. Sharon P. McGehee Superintendent 00 Fee collected /examb Sh r Gilvrey Payment Recd ./Over/Undar Signature - r NOTICE: Pursuant to Goverment Code Se ion 66020(d)(1), his will a to notify you that the 90 -day approval per©d in which you may protest the fees or other payment identified above will begin to n from the da on whi the building or installation permit for this project is issued, or from the date on which those amounts are paid to the Distdct(s) or to another pub - authorized to collect them on the Districtfs) behalf, whichever is earner. NOTICE: This Document NOT VALID without embossed seal Embossed Original - Building Department Applicant Copy - Applicant/Receipt Copy - Accounting BUILDING ENERGY ANALYSIS REPORT PROJECT: Wendy Whiting Casita 47-410 Via Cordoba La Quinta, CA 92253 Project Designer: Design and Drafting Service Po Box 1654 La Quinta, CA 92253 (760) 771-6589 Report Prepared by: Tim Scott Scott Design and Title 24, Inc, 77-085 Michigan Drive Palm Desert, Ca 92211 (760) 200-4780 �flEir.� - �I• �z15 CITY ®F LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE 3 Z �, BY 8� Job Number: Date: va�c FEgl � 7011 1/18/2012 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 Buildi ig Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2012-01-18711:41:29 I0: 1 �j • 0 TABLE OF CONTENTS I Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Summary 8 HVAC System Heating and Cooling Loads Summary 11 Room Load Summary 12 Room Heating Peak Loads 13 Room Cooling Peak Loads 14 EnergyPro 5.1 by EnergySoft Job Number. ID: User Number: 6712 1 • • i PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name Wendy Whiting Casita Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 1/18/2012 Project Address 47-410 Via Cordoba La Quinta California Energy Climate Zone CA Climate Zone 15 I Total Cond. Floor Area 315 Addition n/a # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST ❑ Yes ❑ No HERS Measures -- If Yes, A CF -413 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 Roof Wood Framed Rafter R-38 315 Cool Roof New Wall Wood Framed R-21 615 New Slab Unheated Slab -on -Grade None 315 Perim = 81' New FENESTRATION U- Exterior Orientation Area Factor SHGC Overhang Sidefins Shades Status Right (E) 9.0 0.360 0.32 none none Bug Screen New Right (E) 9.0 0.390 0.34 none none Bug Screen New Right (SE) 15.6 0.360 0.32 none none Bug Screen New Front (S) 64.0 0.390 0.32 none none Bug Screen New Front (SW 15.6 0.360 0.32 none none Bug Screen New HVAC SYSTEMS Ot . Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Split Heat Pump 11.00 HSPF Split Heat Pump 22.0 SEER SetbacA' New HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R -Value Status HVAC Ductless /with Fan Ductless n/a in/a New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EnergyPro 5.1 by EnergySoft User Number., 6712 RunCode: 2012-01-18711:41:29 ID: Page 3 of 14 • 0 • PERFORMANCE CERTIFICATE: Residential Part 2 of 5 CF -1 R Project Name Whiting Casita Building Type ® Single Family 11Addition Alone [3Multi Family ❑ Existing+ Addition/.alteration 7DeWendy 8/2012 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. The HVAC System HVAC must serve only Sleeping Areas. The non -closable area between zones cannot exceed 40 sf and each zone must have a se crate thermostat. In addition the air flow requirements and fan watt draw re uirements in Residential Appendix RA3.3 rust be met. The Roof R-38 Roof Cathedral Reflectance = 0. 0, Emittance = 0.75 shall be rated and labeled by the Cool Roof Rating Council in accordance with Section 10-113 of the standards. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF -4R form for each of the measures listed below for final to be given. Ene Pro 5.1 by EnemySoft User Number: 6712 RunCode: 2012-01-18711:41:29 ID: Pa e4 of 14 • • • PERFORMANCE CERTIFICATE: Residential Part 3 of 5 CF -1 R Project Name Building Type m Single Family ❑ Addition Alone Date Wendy Whiting Casita 1 ❑ Multi Family ❑ Existing+ Addition/Alteration 1/18/2012 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV kBtu/ft2- r Space Heating 5.74 2.19 3.56 Space Cooling 103.60 100.06 3.54 Fans 22.42 27.42 -4.99 Domestic Hot Water 65.13 65.13 0.00 Pumps 0.00 0.00 0.00 Totals 196.90 194.79 2.10 Percent Better Than Standard: 1.1 % BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (S)160 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 (S) 160 80 Fuel Available at Site: Natural Gas (tM 204 0 Raised Floor Area: 0 (N) 120 0 Slab on Grade Area: 315 (E) 244 34 Average Ceiling Height: 8.0 Roof 315 0 Fenestration Average U -Factor: 0.38 TOTAL: 113 Average SHGC: 0.32 Fenestration/CFA Ratio: 35.9% REMARKS STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company Scoff Design and Title 24, Inc, 1/18/2012 Address 77-085 Michigan Drive Name Tim Scoff City/State/ZipCity/State/Zip Palm Desert, Ca 92211 Phone (760) 200-4780 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the 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 Design and Drafting Service Address Po Box 1654 Name Brian de Coster City/State/Zip La Quinta, CA 92253 Phone (760) 771-6589 Signed License # Date EnemvPro 5.1 by EnemySoft user Number: 6712 RunCode: 2012-01-18711:41:29 ID: Page 5 of 14 • • • CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5 CF -1 R Project Name Wendy Whiting Casita Building Type m Single Family O Addition Alone O Multi Family O Existing+ Addition'Alteration Date 1/18/2012 OPAQUE SURFACE DETAILS Surface U- Insulation Joint Appendix Type Area Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Roof 315 0.029 R-38 0 22 New 4.2.2-A18 BedroomBath Wall 186 0.069 R-21 70 90 New 4.3.1-A6 BedroomBath Wall 24 0.069 R-21 115 90 New 4.3.1-A6 BedroomBath Wall 561 0.069.R-21 160 90 New 4.3.1-A6 BedroomBath Wall 24 0.069 R-21 205 90 New 4.3.1-A6 BedroomBath Wall 204 0.069 R-21 250 90 New 4.3.1-A6 BedroomBath Wall 120 0.069 R-21 340 90 New 4.3.1-A6 BedroomBath Slab 229 0.730 None 0 180 New 4.4.7-A 1 BedroomBath Slab 86 0.730 None 0 180 New 4.4.7-A1 BedroomBath FENESTRATION SURFACE DETAILS ID Type Area I U -Factor SHGC Azm Status Glazing Type Location/Comments 1 Window 3.0 0.360 NFRC 0.32 NFRC 70 New Dual Non -Metal Tint 1 edroomBath iedroomBath 2 Window 3.0 0.360 NFRC 0.32 NFRC 70 New Dual Non -Metal Tint 1 edroomBath 3 Window 3.0 0.360 NFRC 0.32 NFRC 70 New Dual Non -Metal Tint 1 4 Window 9.0 0.390 NFRC 0.34 NFRC 70 New Double Non -Metal Tinted -2 ! BedroomBath 5 Window 15.6 0.360 NFRC 0.32 NFRC 115 New Dual Non -Metal Tint 1 BedroomBath 6 Window j 64.0 0.390 NFRC 0.32 NFRC 160 New Dual Non -Metal Tint Door BedroomBath 7 Window 15.6 0.360 NFRC 0.32 NFRC 205 New Dual Non -Metal Tint 1 BedroomBath (1) LI -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-B = Default Table from Standards NFRC = Labeled Value EXTERIOR SHADING DETAILS Window Ove hanq Left Fin ID Exterior Shade Type SHGC H t FWd Len Hot I LExt REA Dist Len I Ri ht Fin Aqt Dist Len Hot 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 Bug Screen 0.76 7 Bug Screen 0.76 EnergyPro 5.1 by EnemySoft User Number. 6712 RunCode: 2012-01-18711:41:29 ID: Page 6 of 14 • :7 • CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF -1 R Project Name Wendy Whiting Casita Building Type ® Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 1111812012 BUILDING ZONE INFORMATION System Name Zone Name Floor Area ft New Existina I Altered Removed Volume Year Built HVAC Bedroom/Bath 315 Z520 Totals 3151 01 01 0 HVAC SYSTEMS System Name Qty*Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HVAC 1 Split Heat Pump 11.00 HSPF Split Heat Pump 22.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Duct Cooling Duct Location R -Value Ducts Tested? Status HVAC Ductless/ with Fan Ductless n/a n/a ❑ New 13 ❑ WATER HEATING SYSTEMS S stem Name aty. 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 All Pipes Ins 34,000 40 0.58 n/a n/a Existing MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length ft o n a System Name Pipe Len th Pipe Diameter Insul. Thick. Faty. FHP Plenum Outside Buried 01 ❑ Ene Pro 5.1 b Ene Soft User Number. 6712 RunCode: 2012-01-18711:41:29 ID: Page 7 of 14 a 4 4 MANDATORY MEASURES SUMMARY: Residential Pae 1 of 3 -1R Project Name Date Wendy Whiting Casita 1/18/2012 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory me&3ures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -1 R, CF -1 R -ADD, or CF - 1 R -ALT Form) shall supersede the items marked with an asterisk (') below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF -1 R Form with plans. Building Envelope Measures: 116(a)l: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field -fabricated windows) have a label listing the certified LI -Factor, mortified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of 10-111 (a). 117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. 4118(a): Insulationspecified or installed meets Standards for Insulating Material. Indicate type and include or. CF -611 Form. §118(1): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF -1 R Form. *§1 Oa : Minimum R-19 insulation in wood -frame ceiling orequivalent LI -factor. 4150(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 LI -factor. 150(f): Air retarding wrap is tested labeled and installed according to ASTM E1677-95 2000 when specified on the CF -1 R Form. 4150(q): Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0perm/inch and shall be protected from physical damage 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 opentig of the firebox. §150(e)1 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 5. §115: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household :ooking 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. 41500): Heating systems are equip ed with thermostats that meet the setback requirements of Section 112(c). §1500)1 A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal sta'idard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §1500)113: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, cr other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indbated on the exterior of the tank. §1506)2: First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, Find entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-13. §1500)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §1506)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 and wind. §1500)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. §150(0)4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification. Corporation. IEnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2012-01-18711:41:29 /D: Page 8 of 14 C MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 MF -1 R Project Name Date Wendy Whiting Casita 1 1/18/2012 §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 min mum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings reater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 150(m)7: Exhaust fans stems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible. manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and pro -ides 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 Wtiole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with ooerating instructions; and shall not use electric resistance heating ora pilot light. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. I114(b)2: Outdoor pools ors as that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. 150 : Residential pool systems orequipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150 . Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low eff icacy luminaire asspecified by §150(k)2. §150(k)3: The wattage of permanently installed luminaires shall be determined asspecified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire of 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 §1.30(d), and shall not contain a medium screw -base socket. 4150(k)6: Liohting integral to exhaust fans in rooms other than kitchens, shall meet the applicable requirements of §150(k). 150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are contrciled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi -scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual -on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of poorer per linear foot of illuminated cabinet. EnergyPro 5.1 by EnergySoft User Number: 6712 RunCode: 2012-01-18711:41:29 ID: Page 9 of 14 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3 -1R Project Name Date Wendy Whiting Casita 1/18/2012 §150(k)10: 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)11: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual - on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §150 k 11. §150(k)l2: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters laboratory; have a label that certifies the lumiur:aire is airtight with air Laboratories or other nationally recognized testing/rating and leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)l3: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential bL ildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building car 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; CR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on ErCEPTION 2: Outdoor luminaires used to comply with Exceptionl to §150(k)l3 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)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)l 5: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply With the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130 131, 134 and 146. §150(k)16: 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 §V 9. I EnergyPro 5.1 by EnergySoR User Number., 6712 RunCode: 2012-01-18711:41:29 ID: Page 10 of 14 0 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Wendy Whiting Casita Date 1/18/2012 System Name HVAC Floor Area 315 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 338 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latant CFM Sensible Output per System 13,600 7,689 966 116 7,407 Total Output Btuh 13,600 0 Output Btuh/s ft 43.2 0 0 Cooling System 0 0 Output per System 12,000 0 0 0 0 Total Out ut Btuh 12,000 0 10 7,689 966 0 Total Output ons 1.0 0 Total Output Btuh/s ft 38.1 Total output s ft/Ton 315.0 7,407 Air System CFM per System 400 HVAC EQUIPMENT SELECTION Airflow cfm 400 Fujitsu 12RLFW 9,113 1,375 8,494 17,065 25,559 Jan 1 AM Airflow cfm/s ft 1.27 5.0 kW Supplemental Electric Airflow cfmlron 400.0 Outside Air % 0.0 % Total Adjusted System Output 9,113 (Adjusted for Peak Design conditions) I TIME OF SYSTEM PEAK 1,375 Avg 3 PM Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions 1 HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26 OF Outside Air 0 cfm 70 OF 70 OF 90 OF 130 OF 130 OF f C�i r i Heating Coil Aux. Heat Coil Supply Fan 130 OF 400 cfm_ ROOM In 70 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112/78°F Outside Air 0 cfm 78 / 64 OF 78/64°F 57/55°F 57155°F c Cooling Coil Supply Fan 57 / 55 °F 400 cfm .............._......... 46.6 OA, ROOM 78/ 64 OF r EnergyPro 5.1 by EnergySolf User Number: 6712 RunCode: 2012-01-18711:41:29 ID: Page 11 of 14 • C7 • ROOM LOAD SUMMARY Project Name Date Wendy Whiting Casita 1/18/2012 System Name Floor Area HVAC 315 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK Zone Name I Room Name Mult. I CFM I Sensible I Latent CFM I Sensible I Latent CFa!!jd BedroomBath BedroomBath 1 338 7,689 966 338 7,689 966 Total includes ventilation FnpmvPm .5 1 by FnemvS PAGE TOTAL TOTAL' 338 7,6891 966 116 7,407 338 7,68 966 116 7,407 • • ROOM HEATING PEAK LOADS Project Name7111812012 te Wendy Whiting Casita ROOM INFORMATION DESIGN CONDITIONS Room Name Bedroom/Bath Time of Peak Jan 1 AM Floor Area 315.0 ft' Outdoor Dry Bulb Temperature 26 OF Indoor Dry Bulb Temperature 70 OF Conduction Area U -Value AT °F Btu/hr R-38 Roof Cathedral 315.0 X 0.0290 X 44 = 402 R-21 Wall 614.8 X 0.0690 X 44 = 1,867 Dual Non -Metal Tint 1 40.2 X 0.3600 X 44 = 637 Double Non -Metal Tinted -2 9.0 X 0.3900 X 44 = 154 Dual Non -Metal Tint Door 64.0 X 0.3900 X 44 = 1,098 Slab -On -Grade perim = 81.0 X 0.7300 X 44 = 2,602 X X = X X = X X = X X X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X X X = X X = X X = X X = X X = X X = X X = X X X X = Items shown with an asterisk (') denote conduction through an interior surface to another room Page Total 6,760 Infiltration:[ 1.00 X 1.064 X 315 X 8.00 X 0.329 /60] X 44 = 647 Schedule Air Sensible Area Ceiling Height ACH AT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 7,407 Energ Pro 5.1 by Energ Soft User Number., 6712 RunCode: 2012-01-18711:41:29 ID: Page 13 of 11 • • RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Date Wendy Whiting Casita 1 1/18/2012 ROOM INFORMATION DESIGN CONDITIONS Room Name Bedroom/Bath Outdoor Dry Bulb Temperature 112 OF Floor Area 315.0 ft2 Outdoor Wet Bulb Temperature 78 OF Indoor Dry Bulb Temperature 78 OF I Outdoor Daily Range: 34 OF Opaque Surfaces Orientation Area U -Factor CLTD' Btu/hr R-38 Roof Cathedral (N) 315.0 X 0.0290 X 56.0 = 512 R-21 Wall (E) 186.0 X 0.0690 X 31.2 = 401 R-21 Wall (SE) 24.4 X 0.0690 X 31.9 = 54 R-21 Wall (S) 56.0 X 0.0690 X 28.2 = 109 R-21 Wall (SK9 24.41 X 0.0690 X 28.8 = 48 R-21 Wall (VV9 204.0 X 0.0690 X 32.1 = 452 R-21 Wall (N) 120.0 X 0.0690 X 29.0 = 240 X X = X I J X Pagg Total 1,816 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaped Fenestration Orientation Area GLF Area GLF Btu/hr 5Windowl (E) 0.0 X 19.1 + 3.0 X 34.2 = 103 4Window2 (E) 0.0 X 19.1 + 3.0 X 34.2 = 103 3W1ndow3 (E) 0.0 X 19.1 + 3.0 X 34.2 = 103 6Window4 (E) 0.0 X 20.4 + 9.0 X 36.5 = 328 2Wndow5 (SE) 0.0 X 19.1 + 15.6 X 27.5 = 429 AWindows (S) 0.0 X 19.7 + 64.0 X 23.0 = 1,471 1Window7 (SIM 0.0 X 19.1 + 15.6 )C 23.2 = 362 X + X = X +1 )t. _ Page Total 2,899 Internal Gain Btu/hr Occupants 4.0 Occupants X 230 Btuh/occ. = 920 Equipment 1.0 Dwelling Unit X 1,600 Btu = 1,600 Infiltration: 1.064 X 0.87 X 14.52 X 34 = 455 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 7,689 Latent Gain Btu/hr Occupants 4.0 Occupants X 200 Btuh/occ. = 800 Infiltration: 4,771 X 0.87 X 14.52 X 0.00276 = 166 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 966 EnemvPro 5.1 bv EnerovSoft User Number., 6712 RunCode: 20 2-01-18711:41:29 ID: Pae 14 of 14 AWOUR �C+C(��Z� i(•.�C19?�G/'C•C/'/.�i �.��F/.Jt%J[�' �Pl,(J%G/`CC(%LC/G� . CCiLl.-l.C!:l 41-343 Butler Court, Indio California 92203 Phone: 760-423-9479 email: danny@abcdes.net TODAY'S DATE: 02/08/12 INDEX TO STRUCTURAL DESIGN CALCULATIONS For i Room Addition PROJECT: Windy Whiting Residence 47-410 via Cordova La Quinta, CA 92253 TABLE OF CONTENTS Section 1-- Basis for Design Section 2 -- Roof Framing Design: Section 3 -- Foundation/ Walls/ Post Design Section 4 -- Lateral Design: This Set For: 2"d Review City Plan Check No: 11-1275 City of Palm Desert Plan Check Date: 12/19/11 Pages 2-3 Pages 4-8 Pages 9-13 Pages 14-28 • tbl�� CITY OF LA OUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE 3 Z ' �' E, CEI FEB 10 2012 I Bnsis aoR Desi BI.IILD m CODE• 2010 California Building Code (based on 2009 IBC) DESIGN LOADS: ' Roof Live Load = 20 psf (reducible) Roof Dead Load = 18 psf Floor Live Load 40 psf Floor Dead Load 30 psf _Wind.Loading ) = 76 mph Wind Speed (3 sec gust=90 mph) Exposure Category _ C Seismic Load 0.14 W (Strength)/ 0.10 W (ASD) FouP®A't oms - Foundations.were designed to comply with requirements of the 2010 CBC. Footings shall bear on r.. I. firm, undisturbed, native soil or controlled compacted fill. Minimum Embedment Allowable Soil Bearing Pressure CON: 'RENFORCING SEL: i #5 and larger fy ' #4 and smaller fy DImEauE omAL' CmAfCIN®EB@• ' I Unless noted otherwise -2x wall studs up to 10'-0" 2x wall studs over 10-0" ' 6x or larger beams;, I 6x6 or larger posts cMUCMRAL Structural steel fy ' Pipe steel fy Wide flange sections fy Tubular sections fy ' Bolts 1 18 in. below finished grade 1,500 psf = 2,500 psi - at 28 days per ACI 318 = 60,000 psi = 40,000 psi GLuLAm Em—Am PRopiamm• = DF -L #2 DF 24F -V4 at simple spans = HF #2 DF 24F -V8 atcont. or cant. spans = DF #2 Fb = 2,400 psi F„ = 190 psi = DF #1 Fc = 650 psi E = 1,800 ksi = DF #1 = 36 ksi = 36 ksi = 50 ksi = 46 ksi = A307 2 of 28 DESIGN LOADS ROOF: 6.5 Dead Load (psfl :. ;4.0 Roofing 1.6 1/2" plywood 3.5 Trusses 2.0 Insulation 2.0 1/2" gypsum board ceiling 1.5 Sprinklers 1.5 M. P. & E. 1.9 Misc. 18.0 TOTAL >� N/A Dead Load (psfl 2.0) Flooring 15.6 1-1/2" gyperete 2:5 3/4" sheathing 3.5 Trusses (joists) 2.0 1/2" gypsum board ceiling 1.5 Sprinklers 1.5 M.P.&E. 1.4 Misc. 30.0 TOTAL WAS: EXTERIOR = Dead Load (psf) 6.5 Stucco (7/8" loose pc) :. .. :;.2.1 • Studs .. ) 2.0 1/2" gypsum board 1.2 3/8" plywood 2.0 Insulation 1.0 M. P. & E. 2.2 Misc. 17.0 Total Live Load (psfl 20.0 (reducible) Live Load (psfl 40 (not reducible) INTERIOR Dead Load (psf) 1.3 Studs 4.0 1/2" gypsum board :both sides) 1.0 M. P. & E. 1.7 Misc. 8.0 Total 3 of 28 4 of 28 A Beam at Existing Framina Beam at Front Wall * Note: Keyplan and beam Continuous locations are not exact nor to scale and are for determination of 1 --I approximate locations ONLY. L Framing Keyplan - Typical framing indicate pre -fabricated wood trusses at 24" o.c. - All headers shall be 6x6 DF#1 u.n.o. = Girder Truss 5 of 28 WOOD HEADER DESIGN (2X AND 4X MEMBERS) ALLOWABLE LOAD TABLE (PLF) -- ROOF LIVE DOUG FIR - LARCH #2 125% STRESS ROOF LIVE LOAD MAX. DEFLECTION L/480 Soan Mark Size (ft.) _> 3' 4 5 6 7 8 9 10 11 12 H26 2-2x6 Sd M Defl 2376 1605 1212 974 410 814 301 699 230 612 182 545 147 491 122 447 102 1639 922 590 2739 1155 592 342 216 144 101 74 56 43 H46 4x6 S Sd ` M Defl 1925 2772 1444 1873 1155 1414 963 1136 478 825 949 351 722 815 269 642 714 212 578 636 172 525 573 142 481 521 119 1912 1075 688 3195 1348 690 399 252 168 1'18 86 65 50 H28 2-2x8 Sd. :• M =. Defl 3642 - 2337 1721 1362 1127 961 370 837 292 742 237 666 195 605 164 2628 1478 946 657 483 6273 .2646 1355 784 1 494 331 1 232 169 127 1 98 H48 4x8 S Sd M Defl 2538 1903 2727 1523 2008 1269 1589 1088 1314 610 952 1121 467 846 977 369 761 866 299 692 777 247 634 705 208 4249 3322 7318 1868 1196 830 3087 1581 915 576 38.6 271 198 148 114 ,H210 2-2x10 Sd M, Defl 5709 3386 2407 1867 1525 1289 1116 984 353 880 292 796 245 3922 2206 1412 980 720 551 436 13028 '5496 '2814 1628 1026 687 483 352 264 204 H410 4x10 S Sd M Defl 3238 2428 .1943 2808 1619 2179 1388 1779 1214 1504 1079 1302 971 1148 449 883 1027 371 809 929 312 6660 4991 15199 3951 .2808 6412 1797 1248 917 702 555 3283 1900 1196 802 563 410 30$ 237 H212 2-2x12 Sd: M. Defl 9000 .4765 3240 2455 1976 1653 1421 1246 1110 1000 5273 2966 1 1898 1318 969 742 `1236 586 475 392 330 23437 9888 5062 2930 1845 868 633 475 366 H412 4x12 S Sd M Defl 3.938 2953 2363 1969 2864 1688 2305 1477 1929 1313 1658 1181 1454 1074 1295 984 1167 10500 6768 27343 5559 3807 11536 3780 2436 5906 1692 ; 1243 952 752 609, 5,03 _ 423 3418 2152 1442 1013 738 555 427 Notes: 1. Shaded values indicate maximum allowable uniform load for the given span. 2. Sd represents the design shear at a distance of "d" (depth of the member) from the face of the support. 3. Values based on 2005 NDS. Size Allowable Stresses Load Factors Factor I CF Fb = 900 psi Duration, C:) = 1.25 F,.= 180 psi Wet Service, Cm= 1.00 E = 1600 ksi Temperature, C, = 1.00 Allowable Deflection Beam Stability, C, = 1.00 0480 Repetitive Member, C, = 1.00 1.3 Shear Stress, Ch = 1.00 Actual Size Width I Depth Factor I CF 2-2x6 3.00 5.50 1.3 4x6 3.50 5.50 1.3 2-2xE 3.00 7.25 1.2 4x8 3.50 7.25 1.3 2-2x I ) 3.00 9.25 1.1 4xI0 3.50 9.25 1.2 2-2x12 3.00 11.25 1.0 4x12 3.50 11.25 1.1 WOOD HEADER DESIGN! (6X MEMBEW ALLOWNA13L E LOAD TABLE (PLF) -- ROOF LIVE DOUG FIR - LARCH #1 125% STRESS ' ROOF LIVE LOAD MAX. DEFLECTION L/480 Span 6 of 28 Mark Size (ft.) _> . 3 4 5 6 7 8 9 10 11 12 H66 6x6 S Sd. M Defl 285-7 2143 2780 1714 2099 :1248 1428 1686 867 1224 1409 637 1071 1210 487 952 1060 385 857 944 312 779 850 258 714 773 217 4114 3466 5021 19,50. 2118 1085 628, 395 265 186 136 110,2' 78 H68 . 6x8 S Sd M Defl 3896 2922' 2338 3117 1948 2461 1611 1670 2033 1184 1461 1731 906 1299 1508 716 1169 1336 580 1063 1199 479 974 1087 403 6679 6445 ;•12731 4250 3625 5371 2320 .2750 1591 1 1002 671 472 34°4; 258 199, H610' " 6x10' S " Sd' M 'Defl 4935 3704 2961 2467 2115 2733 1851 2307 1454 1645 1996 1149 1480 1759 931 1346 1572 769 1234 1421 646 10450 :10341 25874 6126: 5817 10916 4333 3723 5589 3352 2585 3234 1'899- 2037 13.64 95$- -6 99 525 404 H612: 6x12' +, S' Sd M Defl 5974 448.0 3.584 298.7' 256.0- 2240 2946 1991 2530 1792 2217 1364 1629 1973 1127 1493 1777 947 16542 15154 .45897 • 8602 8524 '19363 5812 5455 9914 4389 3788 5737 3525 2783 3613 2,131 1584 2420 1700 1239, 1 931, 71'7 Notes: •. . _: .... 1. Shaded values indicate maximum allowable uniform load for the given span. 2. Sd represents the design shear at a distance of "d" (depth of the member) from the face of the member's support. 3. Values based on 2005 NDS. Size Allowable Stresses Load Factors Actual Size Factor ' Fb = 1350 psi . Duration, CD = 1.25 Width Depth CF y Fv = 170 psi Wet Service, Cm = 1.00 6x6 5.50 5.50 1.0 E = 1600 ksi Temperature, C, = 1.00 6x8 5.50 7.50 1.0 Allowable Deflection Beam Stability, C, = 1.00 6x10 5.50 9.50 1.0 U480 l Repetitive Member, C,= 1.00 6x12 5.50 11.50 1.0 Shear Stress, C,, = 1.00 1 GIRDER LABEL-: G1 GIRDER TRUSS LOADINGS SPAN : 15.50 FT MIN ROOF SLOPE 0/12 7 of 28 Left Right DL JeLL - i DL LL Red. LL Red. LL 419 lbs. 465 lbs.,: 465 lbs. 419 lbs. 465 lbs. 465 lbs. 1 LOADS Reduced 884 lbs. 884 lbs. Un -Reduced Un -Reduced 884 lbs. 884 lbs. Uniform Loads Partial Uniform Loads Un -Reduced Point Loads DL LL Red. LL Trib. 'oL I'LL DL I LL Red. LL Trib. N'oL 'LL Load DL I LL Dist I Roof/Floor ..... Roof I8 psf 20 psf 20 psf 3.0 ft 54 pIf 60 plf I8 psf 20 psf 20 psf 0 plf 0 plf #1 Floor Floor 30 psf 40 psf 40 psf 0 pIf 0 plf 30 psf 40 psf 40 psf 0 plf 0 pIf #2 Floor Misc. 10 psf 0 psf 0 plf 0 plf 10 psf 0 psf 0 plf 0 pIf 03 Floor Wall 17 psf 11 --- 0 pIf 17 psf --- Start Dist: --- 0 plf 0 plf --- #4 Floor 54 plf 60 plf 0 plf _ I End Dist: Left TL Right TL REAcmoms Left Right DL JeLL - i DL LL Red. LL Red. LL 419 lbs. 465 lbs.,: 465 lbs. 419 lbs. 465 lbs. 465 lbs. 1 Reduced Reduced 884 lbs. 884 lbs. Un -Reduced Un -Reduced 884 lbs. 884 lbs. Design Summary Title : Job 16 of 28 Max fb/Fb Ratio Engineer: fb : Actual : Project Desc.: 1 Q Fb: Allowable: Project Notes Load Comb: Printed: 7 FEB 2012, 5:04PM Max fv/FvRatio = 0.262: 1 Simple le Beam File: K12011 Job File11117 - Whiting Room Addition - OptimumlCalculations111117 - Whiting Enercalc.ec6MuItl Fv: Allowable: 285.00 psi ' +D+Lr+H, LL Comb Run ("LL) _ ENERCALC, INC. 1983-2011, Build:6.12.01.12, Ver.6.12.01.12 Description : Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bendirg Wood Beam Design : Front Wall Beam Wood Grade: No.1 ' Calculations per 2005 NDS, 16:'2009, CBC 2010, ASCE 7-05 BEAM Size: 3.5x7.25, VersaLam, Fully Braced Fb - Compo" ' •' - 1350 psi Fc - Perp 625 psi Ft Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood'Species : -Boise Cascade Wood Grade: Versa Lam 2800 ' Fb - Tension ' 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0'ksi Density 32.210 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 2,100.0 psi Eminbend - xx 2,000.Clksi Applied Loads ` Beam self weight calculated and added to loads ' Unif Load: D = 0.0180, Lr = 0.020 klft, Trib= 4.0 ft Unif Load: D = 0.0260 k/ft, Trib= 3.0 ft Design Summary - Max fb/Fb Ratio = 0.386. 1 fb : Actual : 1,08b.74 psi at 5.250•ft in Span # 2 Fb: Allowable: 2,800.00 psi Load Comb: +D+Lr+H, LL Comb Run ('L') Max fv/FvRatio = 0.262: 1 fv : Actual : ., 74.55 psi of 10.500 ft in Span # 2 Fv: Allowable: 285.00 psi Load Comb: - +D+Lr+H, LL Comb Run ("LL) _ . Max Reactions (k) D L Lr S w F. ti Max Deflections Max fb/Fb Ratio = i'-- Left Support : 1.21 0.62 Downward L+Lr+S 0.099 in Downward Total 0.240 in - Right Support 1.21 10:62 • ' Upward L+Lr+S -0.075 in Upward Total -0.165 in - 1 Live Load Defl Ratio 400 >360 Total Defl Ratio 181 >180 Wood Beam Design , New Beam at Existing Framing ` Fv: Allowable: - '•_�- `^' =:1:• ` ; Calculations per 2005 NDS, IEC 2009, CBC 2010, ASCE 7-05 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bendirg ..Wood Species: Douglas Fir- Larch Wood Grade: No.1 Fb - Tension � 1350 psi Fc - PrII r ".' 925 psi , Fv 170 psi Ebend- xx 160C ksi Density 32.21 pcf Fb - Compo" ' •' - 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 58C ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0220, Lr = 0.020 klft, Trib= 6.0 ft Point: D = 0.3850, Lr = 0.350 k @ 2.0 ft Design Summary — - Max fb/Fb Ratio = 0.771. 1 fb : Actual : 1,040.85 Psi at 2.683 ft in Span # 1 Fb : Allowable: 1,350.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.384: 1 fv : Actual : 65.25 psi at 0.000 ft in Span # 1 Fv: Allowable: 170.00 psi Load Comb: +D+Lr+H _ Max Reactions (k) g L 6C a w E 7 Max Deflections Left Support 0.76 0.67 Downward L+Lr+S 0.081 in Downward Total 0.173 in Right Support 0.60 i0.52 Upward L+Lr+S 0.000 in Upward Total 0.000 in t Live Load Defl Ratio 1040 >360 Too Defl Ratio 486 >180 9 of 28 A II �I I _J Strong Wall Archors shall r— — — be embedded 9" I I minimum into pad footing . I I - I I I I I i L— * Note: Keyplan and beam locations are not exact nor to scale — - and are for determination of 2' -6"x4' -0"x16" thick footing approximate locations ONLY. centered on SSW12x9 Strong Walls F — –1 with #4 bars at 12" o.c. e.w. bottom. F� ILEI L — -Foundation Keyplan - Perimeter footings shall be 12" wide u.n.o. 10 of 28 FOUNDAMON D I I Allowable Soil Bearing Pressure = 1,500 psf Continuous Footing Width = 12 inches Capacity = 1,500 plf Point Load Capacity of Footings Typical footing tributary distances: Roof = 8.0 ft at 38 psf = 304 p•'f Floor = 0.0 ft at 70 psf = 0 plf Wall = 11.0 ft at 12 psf = 132 plf ' Total 436 plf Available bearing pressure - 1,064 elf Assumed point load influence area at in-line pad = 4.0 ft Maximum point load without in-line pad footing = 3,830 ibs *Note that values are decreased by 10% for minor load eccentricities. _ - ,Keynote 1N I -LIN i PAD FOOTING NOT AT OPENING Thickness Width ft Depth(ft) (inches Bottom Reinforcing Capacity k F20, 2.00 2.00 10 (2) #4 Each Way 6.5 ca..F26f 2.50 2.50 10 (2) #4 Each Way 8.9 F301, 3.00 )3.001 10 (3) #4 Each Way 11.9 F36. 3.50_ - -_ 3.501 10(3) #5 Each Way 15.6 F40; 4.00 :4.00; 12 (4) #S Each Way Each Way 20.0 F46, _ 4.50• + 4.50 12 (5) #5 Each Way 25.1 F50• 5.00 5.00; 12 (5) #6 Each Way 30.8 Keynote Widtt (ft) CN -UNE Depth (ft) I PAD FOOTING AT Opmm Thickness (inches) Bottom Reinforcing Capacity (k) F20. 2.00 2.00 , 10 (2) #4 Each Way 7.3 F26.• 2.50 2.50 10 (2) #4 Each Way, 9.7 F30, 3.00 3.00. 10 (3) #4 Each Way 12.7 F36 3.50 3.501 10 (3) #5 Each Way 16.4 F40 4.00 4.00 12 (4) 95 Each Way 20.8 F46 4.50 4.50 12 (D #5 Each Way 25.9 F50 5.00 5.00 12 (5) #6 Each Way 31.6 Keynote I Width (ft) I LSOLATED PAD FOOTING Thickness Depth (ft) I (inches) Bottom Reinforcing Capacity (k) F20 2.00 2.00 10 (2) #4 Each Way 5.4 F26. 2.50 2.50• 10 (2) #4 Each• Way 8.:4. F30 3.00 3.00 10 (3) #4 Each Way 12.2 F36_ 3.50 3.50 10 (3) #5, Each Way 16.5 F40 4.00 4.00 12 (4) #5 Each Way 21.6 F46 4.50 4.50 12 (5).#5 Each Way 27.3 F50 5.00 5.00 12 (5) #6 Each Way 33.8 ' J. : = ' ; - HF Base Plate - POSt - Weak Bearing t . S 11 of 28 WOOD POST DES]GFV AXIAL LOAD CAPACITY (k) Type Size Axis Capacity (k) 7ft 8ft 9ft 10ft I lift 12ft 1 13ft 14ft P224 .2-2x4 braced 4.3 6.2 4.9 3.9 3.2 3.3 2.7 -- -- P324 3-2x4 braced 6.4 9.1 7.4 5.9 4.9 5.0 4.2 -- P226 2=2x6 braced 6.7 17.5 - 15.3 13.2 11.3 11.6 10.0 8.8 7.7 P326 3-2x6 braced �:; ' 10.0 a 26.2 •' ` 1 23.0 19.8 17.0 17.4 15.1 13.2 ' 1-T-5-1 P44 4x4 unbraced 5.0 7.3 5.8 4.6 3.8 3.9 3.3 -- -- ,P46,. ` . 4x6 braced, . , 7.8 20.4 17.9 15.4 13.2 13.5 ' 11.7 10:2 9.0 . P66 6x6 unbraced '.'. ' 12.3 30.2: j 26.3 24.1 21.8 19.4 17.2 15.2 13.5 P68 , ..6x8. _, -' unbraced . "d 16.7 41.2 )36.7 32:1 27.8 24.0 20.8 18.1 15.9' Note: *Posts over 10'-0" are DF -L #2 and 10'-0" or less are HF #2 *Multiple 2x Posts are attached together with 16d nails at 6" o.c. staggered. *Values based on 2005 NDS. *Braced requires post to be in wall and attached to wall sheathing. 12 of 28 .' Note: See IBC 1609.6 to determine when "Simplified Provisions" apply. ' IBC Table 1609.3.1 Equivalent Wind Speeds 3s 85 90 100 105 110 120 125 fm 70 75 80 85 90 100 1 105 Wood Stud Design 'Stud Label : 8' Max Height Studs Input Stud Height: 8 ft. Seismic Use Group: I Basic Wind Speed: 90 mpt- Mean Roof Height : 11 ft. Snow Load: N Exposure Category: C LI I L/ 1tiu tssentiai Facanues: N Haniaiiy tnaosed: N Interior/Edge : Edge Lumber Grade: IDF No. 21 Kzt : 1.0 Cr: 1.15 Ss: 1.50 2 x 6.0 at 16" o.c..1 [DF No. 2] S1 : 0.60 Soil Profile : Stiff sal profile Site Class: D Loads Seismic Loading: 6.8 psf. Wind Loading: 15.5 psf Gravity ' .. I Wind Governs DL LL Trib. wTL 1NOL 2.00 x 6.0 [DF No. 21 capacity (psp (psp (ft) (pip (pip wLL (pip Fb'(pspi 1820' Roof 18 20 8 304 144 160 - 'Mcep Ob -ft): 1146.979 7 - Floor 30 40 0 0 0 0 ' Max Trib. (ft): 9.26 for Bending Wall 17 -- 7 119 119 0 Max Trib. (ft): 12.43- rA = L/ 180 ) MISc 10 0 1 10 10 0 Total (plf) 433 273 160 Design Stud Design: Wind Governs [12-12] [12,13] [12-14] [12-16] General C'oecks: OL+LL+Lr DL+LL+ wind Laid: 17.46 <50 -OK Cd: 1.0 1 1.6 Kce: 03 Fc'(psi): 1430 i 2288 c: 003 Cp: 0.723 1 0.552 FcE: 157S5 Fc' (psi): 1034 1264 ' fc:(psi) 70 <Fe - OK 44 <Fc* - OK M Ob -ft): 165 Fb (psi): 2093 fb (psp: 262 < Fb' - OK ' CSR: 0.13 < 1.0 OK Deflection AOn): 0.057 . L / 1878 < L/180 -01K .' Note: See IBC 1609.6 to determine when "Simplified Provisions" apply. ' IBC Table 1609.3.1 Equivalent Wind Speeds 3s 85 90 100 105 110 120 125 fm 70 75 80 85 90 100 1 105 13 of 28 ' Kingstud Design: Open. Width: 13 1 14 1 28 1 29 43 44 # of KS: 1 1 2 1 2 1 3 3 4 INote: See IBC 1609.6 to determine when "Simplified Provisions" apply. IBC Table 1609.3.1 Equivalent Wind Speeds 5: 85 90 100 105 110 120 125 frn 1 70 75 80 85 90 100 1 105 Wood Stud Design Stud Label : 8' King Studs Input ' Stud Height: 8 ft. Seismic Use Group: I Basic Wind Speed: 90 mph Mean Roof Height: 11 ft. Snow Load: N Exposure Category: C ' LI 6 u 18u tssennai f-aautles: N Nantauy tnclosed: N Interior/Edge : Interior _ Lumber Grade: IDF No. 2) Kzt : 1.0 Cr: 1.15 Ss: 1.50 2 x 6.0 - at 16" o.c. [DF No. 2] S1 : 0.60 ' Soil Profile: Stiff soil profile Site Class: D Loads - _ Seismic Loading: 6.8 psf' Wind Loading: 19.1 psf Gravity Wind Governs DL LL Trib. wn wDL 2.00 x 6.0 [DF No. 2] capacity W (ps9 (ft) (1311) (plq Wu- 010 Fb' (psi): 1820 Roof 18 20 0 0 0 0 Mcep (Ib -ft): 1146.979 - 1 Floor 30 40 0 0 0 0 ' Max Trib. (ft): 7.50 for Bending ) Wall 17 0 0 0 0 Max Trib. (ft): 10.07 r 0= U 180 MISc 10 0 0 0 0 0 Total (plf) 0 0 0 Design Stud Design: - Wind Governs [12-12] _ _ [12,13] [12-14] [12-16] General Checks: DL+LL+Lr .., .DL'+LL+ Wind _ Le/d: 17.45 <50 -OK Cd: 1.0,y 1 1.8 Fc*(psi): Kee: 0.3 1430 t 2288 c: OA Cp: 0.723 i 0.552 RE: 1575.5 Fc' (psi): 1o34 1264 fc:(psi) 0 <Fc' - OK 0 <Fc' - OK M (Ib -ft): 204 Fb (psi): 2093 fb (psi): 324 < Fb' - OK CSR: 0.15 < 1.0 OK < Deflection A(n): 0.071 - L / 1360 L/180 -OK ' Kingstud Design: Open. Width: 13 1 14 1 28 1 29 43 44 # of KS: 1 1 2 1 2 1 3 3 4 INote: See IBC 1609.6 to determine when "Simplified Provisions" apply. IBC Table 1609.3.1 Equivalent Wind Speeds 5: 85 90 100 105 110 120 125 frn 1 70 75 80 85 90 100 1 105 1 1 1 1 1 1_ 1 1 1 1 1 1 1 r 14 of 28 A "11V611 Y♦ l4ll 1%.V,' IJJLL4jLx 1 = Shearwall Line 15 of 28 LATERAL. DESIGN Standard Lateral:Force Resisting System consists of flexible wood roof wood framed plywood shear walls. Analysis is by CBC Section 1609 and ASCE7-05 Chapter 6 WIND L®ADS TM Wall Wind speed = 76 Basic Wind Speed = 90 Exposure = C Mean Roof (ft.) = 11 i RoofSlope Angle(')' TM Wall one sinterior Roof Wall Lone s Roof :.,0.0-- 12 0.00 i 15.49- -8.11 10:29 -4.84 :.1.0:12 4.76 15.49 -8.11 10.29 -4.84 " 2!0: 12 ' 9.46 17.32 f -7.35- -11:47 -4.30. 3.0:12 14.04 1 19.11 -6.67 12.69 -3.75 " 3.5 : 1.2 16.26 i' 20.00 -6.32: 13.31, -3.51'-. 4.0:12 18.43 20.89 -5.95 13.94 -3.30 ,5.0- 12 22.62 i 20.46 t -1.06 14.27 0:21 _ 6.0 : 12 26.57 18.84 5.91 14.08 5.24 7.0 : 12' 30.26 1 17.42 14':98 i 13.92 . ' ' -9.56 8.0:12 33.69 17.42 11.98 13.92 9.56 '10.0,.. 12 ) 39.81' 1.7.42 11.98 ! ." 13.92 ? 9.56 ':12.0:12 45.00 17.42 11.98 13.92 9.56 It pressure is less than 0, use 0 per A5CE7 Figure 6-2 Note 7 Values are interpolated between angles EDGE ZONE `°A° M THE LESSER OF 10% of the least horizontal dimension. 40% of the eave height. BUT NOT LESS THAN EUflM 4% of the least horizontal dimension or 3 feet Eave Height= 9 ft Least horizontal dimension= 30 ft Edge Strip "a" in feet = 3 ft End Zone "2a"in feet = 6 ft 16 of 28 WIND AREAS BYWALL UNE (SEE CALL. KEYPLANs FOR LOCATIONS) TRIBUTARY WALL AREAS Wall Line Zone Height (ft) Width (ft) Total (so Edge (L) Edge (L) 0.0 1 0.0 1 Edge (R) 0.0 Interior (L) 1 56.0 Interior (L) Interior R 7.00 8.0 0.0 2. Edge (L) 7.00 6.0 42.0 2 Ede R ri Inteor (R) 1 14.0 Interior (L) 7.00 2.0 1 Interior (R Edge R 1 Edge (L) 3.00 2.0 48.0 3 Ede ) 7.00 6.0 1 21.0 Interior (L) -EdeR Interior 7.00 3.0 Interior (L) 1 Edge (L) 1 0.0 ..4 Edge R 0.0 '5 Edge R 105:0 Interior (L) 7.00 9.0 . 0.0 Interior R 7.00 6.0 1 Edge (L) Edge (L) i 0.0 5 Ede 1 0.0 Interior (L) Interior R Interior R 1 Edge (L) Edge (L) 1 0.0 s7 Edge R 1 0.0 6 ` ' Interior (L) Interior R 1 'Interior 1 0.0, 0.0 Edge (R) Edge (L) 0.0 Edge (R) 7,; -. Interior (R) 1 0.0 0.0 ' .^ Interior (L) 1 Interior (R) 9 Edge R 1 Edge (L) Interior (L) 1 0.0 8 Edge R Edge (L) 1 0.0 Interior (L) Edge (R) Interior (R) OA Interior (L) 1 Edge (L) 1 0.0 9 Edge ) 0.0 11 Edge (R) 0.0 Interior (L) Interior R) Interior R 1 0.0 Edge (L) Edge (L) 1 0.0 10 Ede R 1 0.0 Interior (L) Interior Interior R) Edge (L) 0.0 11 Edge R) Interior (L) Interior ) 0.0 Edge (L) 0.0 12. Ede 0.0 Interior (L) Interior R) TRIBUTARY ROOF AREAS Wall Line Zone Height (ft) Width(ft) Shape Factor Total (st) Edge (L) 1 0.0 1 Edge (R) 1 0.0 Interior (L) 1 Interior R 1 i Edge (L) 1 0.0 2. Edge R 1 0.0. ,r. Interior (L)' 1 ri Inteor (R) 1 '3 Edge (L) 1 0.0 Edge R 1 0.0 Interior (L) 1 Interior R 1 Edge (L) 1 0.0 ; 4 -EdeR i 0.0 Interior (L) 1 Interior R 1 Edge (L) 1 0.0 '5 Edge R 1 0.0 Interior (L) 1 Interior 1 Edge (L) i 0°0 . Edge (R)1 Interior 1 I6 (L) 0.0 Interior R 1 Edge (L) 1 0.0 s7 Edge R 1 0.0 Interior (L) 1 Interior R 1 Edge (L) 1 0.0, 8 Edge (R) 1 Interior (L) 1 Interior (R) 1 0.0 Edge (L) 1 0.0 9 Edge R 1 0.0 Interior (L) 1 Interior R) 1 Edge (L) 1 0.0 10 Edge (R) 1 OA Interior (L) 1 Interior R 1 Edge (L) 1 0.0 11 Edge (R) 1 Interior (L) 1 Interior R 1 0.0 Edge (L) 1 0..0 12 Ede 1 Interior (L) Interior 1 ..IND FORCES See previous pages for area calculations Roof Pitch = 0 : 12 Additional 'WALL ROOF Force (lbs) Wall Line I Zone (a) Load (osf) I Area (fl) Load (usf) I Area (ft`) Min/Max 17 of 28 Minimum Load Total Check (lbs) Wall Line ASCE 7 6.4.2.1.1 Foree flhs) 41 Ede 15.49 0.0 0.00 0.0 + 0 = 560 576 Interior 10.29 56.0 0.00 0.0 + 0 Ede 15.49 42.0 .0.00. 0.0 + 0 ..2: = 560 794 Interior 10.29 14.0. 0.00 0.0 + 0 %Edge 15.49 48.0 0.00 0.0 + 0 3 = 690 959 Interior 10.29 21.0 0.00 0.0 + 0 =4--- " Ede 15.49 0.0 0.00 0.0 + 0 1050 1080 Interior 10.29 105.0 0.00 0.0 + 0 Edge 15.49 0.0 0.00 0.0 + 0 -5 = 0 0 Interior 10.29 0.0 0.00 0.0 + 0 , Ede 15.49 0.0 i 0:00 0.0 + 0 6 = 0 0 Interior 10.29 0.0 0.00 0.0 + 0 Ede 15.49 0.0 0.00 0.0 + 0 7 = 0 0 Interior 10.29 0.0 0.00 0.0 + 0 8 )Ede 15.49 0.0 0.00 0.0 + 0 = 0 0 Interior 10.29 0.0 0.00 ? 0.0 + 0 ' ) Ede 15.49 0.0 0.00 i 0.0 + 0 9 = 0 0 Interior 10.29 0.0 0.00 0.0 + 0 Ede 15.49 0.0 0.00 0.0 + 0 10 _ = 0 0 Interior 10.29 0.0 0.00 t 0.0 + 0 Ede 15.49 0.0 0.00 0.0 + 0 11 - = 0 0 Interior 10.29 0.0 0.00 0.0 + 0 Ede 15.49 0.0 0.00 0.0 + 0 12 = 0 0 Interior 10.29 0.0 0.00 0.0 + 0 'Ede 15.49 0.0 0.00 0.0 + 0 13 = 0 0 Interior 10.29 0.0 0.00 0.0 + 0 14 Ede 15.49 0.0 0.00 0.0 + 0 = 0 0 Interior 10.29 0.0 0.00 0.0 + 0 Ede 15.49 0.0 0.00 0.0 + 0 15 = 0 0 Interior 10.29 0.0 0.00 0.0 + 0 16 Ede 15.49 0.0 0.00 0.0 . + 0 = 0 0 Interior 10.29 0.0 0.00 0.0,, + 01 17 Ede 15.49 0.0 0.00 0.0 + 0 = 0 0 Interior 10.29 0.0 0.00 0.0 + 0 18 Ede 15.49 0.0 0.00 0.0 + 0 0 0. Interior 10.29 0.0 0.00 0.0 + 0 18 of 28 ' a ASCE 7-05 Sect 6.4, MWFRS:Simplified FOr�@4'2011JobFiles111117•WhiGngRoomAdENERCALC,INC 19832011/ Build:6.11.4t14, eing r611.4.14 Description : Wind Load for Trusses. ' Analytical Values Calculations per ASCE 7-05 V: Basic Wind Speed per Sect 6.5.4 & Figure 1 85.0 mph Values based on wind speed are interpolated between tablular values. Roof Slope Angle 0 to 5 degrees :r Occupancy. per.Table 1-1 r II All Buildings and other structures except ' those listed as Category I, III, and IV Importance Factor per Sect 6.5.5, & Table 6-1 1.00 Exposure Category per 6.5.6.3, .4 &.5 Exposure C 'Mean Roof height - •- ... .. •. 11.0 ft "Lambda" is interpolated between height tablular values. Lambda : per Figure 6.2, Pg 40 1.21 ' Effective Wind Area of Component & Cladding • •50.0 ft12 Net design pressure from table 1609.9.2.1(2)&(3) interpolated by area Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 10.0 psf Topographic Factor Kzt per 6.5.7.2 1.00 ' Design Wind Pressures Minimum Additional Load Case per 6.4.2.1.1 =10 PSF on entire vertical plane Horizontal Pressures ... - Zone: - A ; = 13.92 psf Zone: C = 10.00 psf Zone:.: B f = -10.00 psf Zone: D = -10.00 psf Vertical Pressures ... Zone:: E ; _ -16.70 psf Zone: G = 11.62 psf ' Zone:- f f = -10.00 psf Zone: H = -10.00 psf Overhangs ... Zone: Eoh = -23.35 psf Zone: Goh = -18.27 psf Component & Cladding Design Wind Pressures I Minimum Additional Load Case per 6.4.2.1.1 =10 PSF on entire vertical plane I Design Wind Pressure = Lambda " Kzt " Importance ' Ps30 perASCE 7-05 6.4.2.1 Eq 6-1 f Roof Zone 1 : Positive : 10.000 psf Negative: -14.762 psf i Roof Zone 2: Positive : 10.000 psf ' Negative: -19.844 psf ' Roof Zone 3: Positive: 10.000 psf _ Negative: -23.837 psf Wall Zone 4: Positive : 14.036 psf Negative: -15.367 psf Wall Zone 5: Positive : 14.036 psf Negative: -17.787 psf Roof Overhang Zone 2: -24.321 psf Roof Overhang Zone 3: -20.933 psf 19 of 28 SmsmiC AREAS BY WALL LONE (SEE CALL. KEYPLANS FOR LOCATIONS) TRIBUTARY WALL AREAS Wall Line Location Height (ft) Width (ft) Total (so 1 Left 1 Right 1 Left 2 Right 2 7.00 8.0 56.0 0.0 2 Left_ 1 Right 1 Left 2.. Ri fit z.' 7.00 8.0 56.0' 0.0: 3 Left 1 Right 1 Left 2 Right 2 3.00 7.00 2.0 8.0 62.0 0.0 4' Left 1 Right.1 Left;2 Right 2 7.00 7.00 8.0 6.0 9&0 0.01 5. Left 1 Right 1• Left 2. Right 2. 0.0 0.0 6,, Left 1 Right 1 Left 2' Right 2 ? 0.0, 0.0 7 Left P Right 1' Left 2. Right I 0.0 0.0. 8 Left 1 Right 1 Left 2 Right 2 0.0 0.0 9 Left 1 Right 1 Left 2 Right 2 0.0 0.0 10 Left 1 Right 1 Left 2 Right 2 0.0 0.0 11 Left 1 Right 1 Left 2 Right 2 0.0 0.0 12 Left 1 Right 1 Left 2 Right 2 0.0 0.0 TRIBUTARY ROOF AREAS Wall Line Location Depth (ft) Width(ft) Total (sf) 1 Left 1 Right 1 Left 2 Right 2 25.50 8.0 204.0 0.0 2 Left 1 Right 1 Left 2 Right 2 .25.50 ' 8.0:204:0 '' 0.0 . 3 Left 1 Right 1 Left 2 Right 2 15.67 15.67 2.0 9.0 172.4 0.0 4 Left 1 Right 1 Left 2 Right 2 15.67 8.00 9.0 6.0 189.0 0.0 5 Left 1 Right 1 Left 2 Right 2 0.0 0.0 6 Left 1 Right 1 Left 2 Right 2 0.0 0.0 7 Left 1 Right 1 Left 2 Right 2 0.0 0.0 8 Left 1 Right 1 Left 2 Right 2 0.0 0.0 9 Left 1 Right 1 Left 2 Right 2 0.0 0.0 10 Left 1 Right 1 Left 2 Right 2 0.0, 0.0 11 Left 1 Right 1 Left 2 Right 2 0.0 0.0 12 Left 1 Right 1 Left 2 Right 2 0.0 0.0 20 of 28 Seismic Design Category = D (SD1 is most severe) Resisting System _ ' ASCE 7-05 Seismic Factor Determination File:K:12011JobFiles111117-Whiting RoomAddifion-OpfimumlCeculafions111117- Whiting EnercaIc.ec6 ENERCALC, INC. 1983-2011, Build:6.11.4.14, Ver.6.11.4.14 Light -framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Description : Whiting Seismic Forces Building height Limits: System Overstrength Factor " Wo " = 2,50 ' Occupancy Category Deflection Amplification Factor " Cd" = 4.00 Calculations per ASCE 7-05 Occupancy Category of Building or Other Structure: "II" : All Buildings and other structures except those listed as Category I, III, and IV ACSE 7-05, Page 3, Table 1-1 Occupancy Importance Factor = 1 - ACSE 7-05, Page 116, Table 11.5-1 ' Ground Motion, Using USES Database values - ASCE 7-05 9.4.1.1 Max. Ground Motions, 5%Damping: Longitude = 116.313 deg West SS = 1.50269 g. 0.2 sec response Latitude = 33.752 deg North 'S11 = 0.60045 g, 1.0 sec response Site Class, Site Coeff. and Design Category _ Site Classification "D": Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-05 Table 20.3-1 ' • Site Coefficients Fa & Fv Fa = 1.00 ASCE 7-05 Table 11.4-1 & 11.4-2 (using straight -fine interpolation from table values) Fv = 1.50 Maximum Considered Eartquake Acceleration S Ms = FaSs = 1.503 ASCE 7-05 Table 11.4-3 S M1 = Fv' S1 = 0.901 Design Spectral Acceleration S DS S MS 2/3 = 1.002 ASCE 7-05 Table 11.44 S D1= S M1' 2/3 = 0.600 Seismic Design Category = D (SD1 is most severe) Resisting System _ ' Basic Seismic Force Resisting System ... Bearing Wall Systems Light -framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient " R " = 6.50 Building height Limits: System Overstrength Factor " Wo " = 2,50 Category"A & B" Limit No Limit Deflection Amplification Factor " Cd" = 4.00 Category "C" Limit: No Limit Category"D" Limit: Limit = 65 NOTE! See ASCE 7-05 for all applicable footnotes. Category "E" Limit Limit = 65 - Category"F" Limit Limit = 65 ' Redundancy Factor Seismic Design Category of D, E, or F therefore Redundancy Factor " p' =1.3 Lateral Force Procedure ' Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-)512 8 Determine Builaing Period Structure Type for Building Period Calculation : All Other Structural Systems " Ct " value = 0.020 " hn " : Height from base to highest level = 11,0 it "x "value = 0.75 " Ta " Approximate fundamental period using Eq. 12.8-7 : Ta = Ct' (hn AX) = 0.121 sec "TL" : Long -period transition period per ASCE 7-05 Maps 22-15 -> 22-20 8.000 sec Building Period " Ta " Calculated from Approximate Method selected " Cs " Response Coefficient S DS: Short Period Design Spectral Response = 1.002 From Eq. 12.8-2, Preliminary Cs " R " : Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8-4, Cs need not Bxceed " I " : Occupancy Importance Factor = 1 From Eq. 12.8-5 & 12.8.6, Cs not be less than User has selected ASCE 12.8.1.3 : Regular structure, Cs : Seismic Response Coefficient = S Dd (RI)' 0.70 Less than 5 Stories and with T «= 0.5 sec, SO Ss -1.5 for Cs calculation Cs = 0.1077 (ASD) or 0.1077 / 0.7 = 0.1539 (USD'. ASCE 7-05 Table 11.6-1 ASCE 7-05 Table 12.2-1 ASCE 7-05 Section 12.3.4 ASCE 7-05 Section 12.8 Use ASCE 12.8-7 = 0.121 sec ASCE 7-05 Section 12.8.1.1 = 0.154 0.765 0.046 0.1077 21 of 28 . SEISMIC FORCES - STRENGTH See previous pages for area calculations and seismic coefficient determinztion ' Base Shear Coefficient, pCs = 0.200 DESIGN DEAD LOADS Roof Load 1 = 18 psf Wall Load 1 = 1. psf Roof Load 2 = 0 psf Wall Load 2 = a psf Total WALL-- ROOF Additional Wall Line Wall Line Location Load (psf) I Area (ft`) Load (psf) I Area (ft`) Force (lbs) Force (lbs) 1 3.40 56.0 3.60 204.0 + 0 1 = 925 2 0.00 0.0 0.00 0.0 + 0 1 -3.40 56.0 1 3-:60 204.0 +, p 2 ,2.. 925" 0.00 0.0 0.00- 0.0 + 0• 1 3.40 62.0 3.60 172.4 + 0 3 = 831 2 0.00 0.0 0.00 0.0 + 0 1 3.40 98.0 3.60 189.0 + 0 4 = 1014 2 0.00 0.0 ! . 0.00 0.0 + 0 _ ' 1 3.40 0.0 3.60 0.0 + 0 5 = 0 2 0.00 0.0 0.00 0.0 + 0 1 3.40 0.0 3.60 0.0 + 0 O 6 _ -. 2 0.00 0.0 0.00 0.0 + 0 1 3.40 0.0 3.60 0.0 + 0 7 _ 0 2 0.00 0.0 0.00 0.0 + 0 1 3.40 0.0 3.60 0.0 + 0 _ 8 0 2 0.00 0.0 0.00 0.0 + 0 1 3.40 0.0 3.60 0.0 + 0 9 _ 0 2 0.00 0.0 0.00 0.0 + 0 --10 1 3.40 0.0 3.60 0.0 + 0 _ 0 2 0.00 0.0 0.00 0.0 + 0 11 1 3.40 0.0 3.60 0.0 + 0 _ 0 2 0.00 0.0 0.00 0.0 + 0 12 1 3.40 0.0 3.60 0.0 + 0 _ 0 2 0.00 0.0 0.00 0.0 + 0 13 1 3.40 0.0 3.60 0.0 + 0 = 0 2 0.00 0.0 0.00 0.0 + 0 14 1 3.40 0.0 3.60 0.0 + 0 _ 0 2 0.00 0.0 0.00 0.0 + 0 1 3.40 0.0 3.60 0.0 + 0 15 = 0 2 0.00 0.0 0.00 0.0 + 0 1 3.40 0.0 3.60 0.0 + 0 16 _ 0 2 0.00 0.0 0.00 0.0 + 0 1 3.40 0.0 3.60 0.0 + 0 17 = 0 2 0.00 0.0 0.00 0.0 + 0 1 3.40 0.0 3.60 0.0 + 0 18 _ 0 2 0.00 0.0 0.00 0.0 + 0 22 of 28 GOVERNING LATERAL LOADS . Wind Loads .' Seismic Loads Governing Loads Line _. ASD Strength' _ ASD' Strength ASD Strength 1 576 922 .647 925 647 (Sy - 925. (S)., 2 794 1271 647 925 794 1271 3-1535 1535. 582. . 831 959 (W), 1535 ' 4 x`1080 .V •1728 • 710 1014 1080 (W) 1728 (W) .5 o r o 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 o. 0 '10 0 0 0 0 11 0 0 0 0 i12 0 0 0 0 13 0 0 I 0 0 14 0 0 0 0 15 0 0 i 0 0 16 0 0 0 0 17 0 0 0 0 :18 0 ' 0 0 0 19 0 0 0 0 :20 0 0 0 0 21 0 0 0 0 22 0 0 0 0 23 0 0 0 0 '24 0 0 0 0 '25 0 0 0 0 26 0 0 0 0 27 0 0 0 0 '28 0 0 0 0 29 0 0 0 0 30 0 0 0 0 31 0 0 0 0 32 0 0 0 0 33 0 0 0 0 34 0 0 0 0 35 0 0 0, 0 36 0 0 0 0 Strength wind Loads are ASI) loads x 1.6 and ASI) Seismic Loads are ASI) x 0.7 23 of 28 BLOCKED SHEARWALL SCHEDULE MARK _ .. SHEATHING -TYPE .. EDGE. NAILING FIELD NAILING BOTTOM PLATE AT FOUNDATION MINIMUM SILL PLATE ALLOWABLE SHEAR CAPACITY BOTTOM PLATE AT RAISED FRAMING SWI 1/2"GYPSUM BOARD 5d COOLER AT 4" O.C. 5d COOLER at 4" O.C. 5/8" DIA. A.B. AT 48" O.C. 2x 150 pIf (HF) 150 plf (DF) 16d AT 12" O.C.• SW2 - 5/8`' GYPSUM BOARD 6d COOLER AT 4" O.C., 6d COOLER at 4" O.C. 5/8" DIA. A.B. AT 48" O.C. 2x 175 pIf (HF) 175 plf (DF) 16d AT 11" O.C.' - S W3 15/32" PLYWOOD 8d AT 6" O.C. 8d AT 12" O C 5/8" DIA. A.B. AT 48" O.C. 2x 241 plf (HF) 260 plf (DF) 16d AT 7" O.C.' SW4 15/32" PLYWOOD 8d AT 4" O.C. 8d AT. 12" O.C. 5/8" DIA. A.B. AT 32" O.C. 2x 353 pIf (HF) 380 plf (DF) 16d AT 5" O.C.• SW5 - -15/32" PLYWOOD i 8d AT 3" O.C. 8d AT 12" O.C. 5/8" DIA. A.B. AT 32" O.C. 2x 455 plf (HF) 490 plf (DF) 16d AT 3" O.C.' SW6 - 15/32" PLYWOOD { 8d AT 2" O.C. 8d AT 12" O.C. 5/8" DIA. A.B. AT 24" O.C. 3x 595 plf (HF) 640 pIf (DF) 16d AT 3" O.C.' SW7 - 15/32" PLYWOOD IOd AT 2" O.C. IOd'AT 12" O.C. 5/8" DIA. A.B. AT 16" O.C. 3x 716 plf (HF) 770 plf (DF) 16d AT 2" O.C.• •SW8 19/32't PLYWOOD I Od AT 2" .. O.C. .: 10d AT 12" :O.C. 5/8" DIA. A.B. AT 16" O.C. 3x 809 plf (HF) 870 pIf (DF) 16d AT 2" O.C.• '''COMMON NAILS SHALL BE USED AT RAISED FLOORS/ROOFS AND AT FLOORS WITH 1-1/8" PLYWOOD SHEATHING USE 1/4" x "4'.'WOOD SCREWS FOR, 16d NAILS TN 2x SILL PLATE AND 1/4" x 6" WOOD SCREWS FOR 16d NAILS IN 3x SILL PLATE. NOTES: I: !SHEARWALLS SHALL EXTEND BETWEEN OPENINGS AND/OR ENDS OF WALLS UNLESS A MINIMUM LENGTH IS SPECIFIED. 2.'8d NAILS SHALL BE 2-1/2"x0.131" COMMON OR 2-1/2"x0.113 GALVINIZED BOX. 3. 10d NAILS SHALL BE 3"x0.148" COMMON OR 3"x0.128 GALVINIZED BOX. 4. 5d COOLER NAILS SHALL BE 1-5/8"0.086" OR DRYWALL SCREWS OF EQUIVALENT OR GREATER DIMENSIONS 5:- 6d:000LER NAILS SHALL'BE 1-7/8"0.092" OR DRYWALL SCREWS OF EQUIVALENT OR GREATER DIMENSIONS 6. BLOCKING SHALL BE PROVIDED AT ALL PANEL EDGES. 7. SHEARWALL STUD SPACING SHALL BE 16" O.C. MAXIMUM. 8. FRAMING AND BLOCKING AT PANEL EDGES SHALL BE 2x MINIMUM UNO. 9. FOR SHEARWALLS WITH HOLDOWNS PROVIDE A MINIMUM OF (2) FULL HEIGHT STUDS AT ENDS OF SHEARWALL AT INTERIOR CONDITIONS AND A MINIMUM OF (3) FULL HEIGHT STUDS AT ENDS OF SHEARWALL AT CORNER/END ' CONDITIONS UNO. 10. FOR SHEARWALLS WITHOUT HOLDOWNS PROVIDE A MINIMUM OF (1) FULL HEIGHT STUD AT ENDS OF SHEARWALL UNO. 11. SEE GSN FOR ADDITIONAL ANCHOR BOLT REQUIREMENTS AND OPTIONAL ATTACHMENTS. ' 12. SHEATHING MAY BE INSTALLED HORIZONTAL OR VERTICAL. 13. GYPBOARD PANELS LESS THAN 25" WIDE SHALL BE INSTALLED HORIZONTAL. 14. BOTTOM PLATE ATTACHMENT AT RAISED FLOORS/ROOFS SHALL BE WITH NAILS PER THIS SCHEDULE, STAGGERED. 15, CONTINUITY CHANNEL BLOCKING SHALL BE PROVIDED AT INTERSECTING WALLS WHERE SHEATHING IS INTERRUPTED, 16. MULTIPLE STUDS AT HOLDOWNS SHALL BE STITCH NAILED WITH 16d AT 6" O.C. STAGGERED. 17. FOR DOUBLE SIDED PANELS WITH NAIL SPACING LESS THAN 6" ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3" NOMINAL OR THICKER WITH STAGGERED NAILING ON BOTH ' SIDES. 18. SEE ARCHITECTURAL PLANS FOR ADDITIONAL DRYWALL TYPE REQUIREMENTS. 19. ALLOWABLE SHEAR CAPACITIES FOR WOOD SHEARWALLS GOVERNED BY WIND MAY BE INCREASED 40% PER IBC 2306.4.1. 24 of 28 HOLDOWN SCHEDULE '• Bolt HD! Stra HD Floor to Floor HD HTT16. 3,080 lb LSTHD8 1,825 lb CS16 1,390 lb `. HTT22 4,670 lb STHD8 1,950 Ib CMSTC 16 3,890 lb -PHD6.. 5,040 lb STHD10 3,730 lb CMST14 5,320 lb HDQ8 7,210 lb STHD14 5,025 lb CMST12 7,570 lb HDIOA 9,195 lb NOTES: 1 -.'STRAP HD ON BUILT-UP 2x MEMBERS SHALL BE LOCATED 1-1/2" FROM CORNER OR END OF FOUNDATION WALLS. } : 2. HD. SHALL BE SIMPSON STRONG TIE AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. '`' •: �' ' = 3. SEE:GSN FOR.ADDITIONAL REQUIREMENTS AND ALTERNATE INSTALLATIONS. 25028 SHEARWALL DESIGN Wall Line 1 Wall Line Load Roof DL Wall DL Floor DL 1st Flocr DL Factor 647 lbs. 18 psf 17 psf 30 psf Y 0.6 Wind Governs?0 Wall Segments Length (ft): 8 Height (ft): 8 Opening, bo (ft): Opening, ho (ft): Roof Trib (ft): 8 Floor Trib (ft): WDc (PIO: 280 Co: 1.00 Force (lb): 647.36 MOT (ft -Ib): 5179 MR (ft -Ib): 5376 Uplift (lb): 0.00 i v (plo: 81 Min. Shearwall: SWI h/w ratio: ok Shearwall: SW3 Bolt HD (min): not req'd Strap HD(min): not req'd Wall Line 2 Wall Line Load Roof DL Wall DL Floor DL 1 st Fl+oor DL Factor 794 lbs: 18 psf 17 psf 30 psf Y 0.6 Wind Govems?l N Wall Segments Length (ft): 8 Height (ft): 8 Opening, ba (ft): Opening, ho (ft): Roof Trib (ft): 8 Floor Trib (ft): WDA (Plf): 280 Co: 1.00 Force (lb): 794.49 MOT (ft -Ib): 6356 MR (ft -Ib): 5376 Uplift (lb): 122.49 v (plf): 99 Min. Shearwall: SWI h/w ratio: ok Shearwall: SW3 Bolt HD (min): not req'd Strap HD(min): not req'd ,r 26 of 28 SHEARWALL DESIGN Wall Line 3 Wall Line Load Roof DL Wall DL Floor DL Ist Floor DL Factor 959 lbs. ' -�� 18 psf 17 psf 30 psf Y 0.6 Wind Governs:�_J Wall Segments Length (ft): 1 I Height (ft): 8 8 Opening, Il, (ft): Opening, Ib (ft): Roof Trib (ft): 4 4 Floor Trib (ft): i wDL (P] 0: 208 208 Co: 1.00 1.00 Force (lb): 479.70 479.70 t MOT (ft -Ib): 3838 3838 MR (ft -Ib): 62 62 Uplift (lb): 3775.24 3775.24 v (plo: 480 480 Min. Shearwall: SW5 SW5 h/w ratio: Shearwall: SW4 SW4 Bolt HD (min): HTT22 HTT22 I , Use (2),Simpson SSW12x9 Strong Walls - Capacity = 2 x 660# =1,320#> 959# - OK (see following calc) i Wall Line 4 Wall Line Load - Roof DL Wall DL Floor DL 1 st Floor DL Factor 1080 Ibs. II 18 psf 17 psf 30 psf Y 0.6 ,�— Wind Governs'L_J Wall Segments Length (ft): 7.83 Height (ft): 8 Opening, Ib (ft): Opening, Ib (ft): Roof Trib (ft): 2 Floor Trib (ft): WDA (Pll): 172 Co: 1.00 Force (lb): 1079.93 MOT (ft -lb): 8639 MR (ft -lb): 3164 Uplift (lb): 699.34 v (pl(): 138 Min. Shearwall: SWI h/w ratio: A Shearwall: SW3 Bolt HD (min): HTT16 Strap HD (min): STHD14 STHD14 Use (2),Simpson SSW12x9 Strong Walls - Capacity = 2 x 660# =1,320#> 959# - OK (see following calc) A i Wall Line 4 Wall Line Load - Roof DL Wall DL Floor DL 1 st Floor DL Factor 1080 Ibs. II 18 psf 17 psf 30 psf Y 0.6 ,�— Wind Governs'L_J Wall Segments Length (ft): 7.83 Height (ft): 8 Opening, Ib (ft): Opening, Ib (ft): Roof Trib (ft): 2 Floor Trib (ft): WDA (Pll): 172 Co: 1.00 Force (lb): 1079.93 MOT (ft -lb): 8639 MR (ft -lb): 3164 Uplift (lb): 699.34 v (pl(): 138 Min. Shearwall: SWI h/w ratio: A Shearwall: SW3 Bolt HD (min): HTT16 Strap HD (min): LSTHD8 A • 27 of 28 ' SIMPSON STRONG -TIE COMPANY INC. (800)999-5099 ' 5956 W. Las Positas Blvd., Pleasanton, CA 94588. _ www.strongtie.com ' Job Name: Whiting Room Addition Wall Name: Wall Line 3 Application: Standard Wall on Concrete t Design Criteria: *2006 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * Alternate Basic or Basic Load combination * ASD Design Shear = 959 lbs Selected Strong -Wall® Panel Solution: Actual Shear & Drift Distribution: RR ! Actual / Actual Drift End Total Axial Actual Model Type W H T Sill Anchor Load Uplift { .) 0.50 (in) (in) (in) Anchor Bolts (lbs) (lbs) SSW12x9 = Steel 12 105.25 3.5 N/A 2 - 3/4" 1500 5214 Ib ::SSW12x9 ? Steel 12 105.25 3.5 N/A 2 - 3/4" 1500 5214 Ib Actual Shear & Drift Distribution: ' 2-SSW12x9 are OK along the same wall line. ' Notes: Disclaimer: Itis the -Designer's responsibility to verify,product suitability under applicable building codes. In crder to verify code listed . applications,'please refer -to the appropriate product code reports at www.strongtie.com or contact Simpson Strong -Tie Company Inc. at 1-800-999-5099. ' Page 1 of 1 RR Actual Allowable Actual / Actual Drift Model •. t Relative Shear Shear Allow Drift Limit Rigidity (lbs) (lbs) Shear (in) (in) SSW12x9' / 0.50 480 < 660 OK 0.73 0.34 0.47 SSW12x9: / 0.50 480 < 660 OK 0.73 0.34 0.47 ' 2-SSW12x9 are OK along the same wall line. ' Notes: Disclaimer: Itis the -Designer's responsibility to verify,product suitability under applicable building codes. In crder to verify code listed . applications,'please refer -to the appropriate product code reports at www.strongtie.com or contact Simpson Strong -Tie Company Inc. at 1-800-999-5099. ' Page 1 of 1 28 of 28 • 1 A DIAPHRAGMA DESIGN — ASD ' 1. Typical roof sheathing - 15/32" plywood nailed with 8d at 6" o.c. at panel edges and 12" o.c. field. 2. Typical floor sheathing - 3/4" plywood nailed with 10d at 6" o.c. at panel edges and 12" o.c, field. `_ ... A. Allowable diaphragm shear values that are governed by wind design may be increased 40% per BC 2306.3.1 iGoverning Wall Line Diaphragm V Vallowable Wall Line Load Force (lbs.) Depth (ft.) (plf) (plf) _f 1 Seismic 647 15 43 180 2 Wind 794 15 -53 180 3 Wind 959 15 64 180 4 Wind 1080 15 72 180 .5 Seismic 0 0 Nails Req'd 0 6 Seismic 0 0 130 0 7 Seismic 0 0 24 16 0 8 Seismic 0 0 0 9 Seismic 0 0 Chord 0 ;10 Seismic 0 0 (ft -lbs) 0 '11 Seismic 0 0 1 0 0 ;12' Seismic 0 0 ' Floor Axis 2 0 j.1 Seismic 0 0 195 0 14 Seismic 0 0 0 15 Seismic 0 0 0 16 Seismic 0 0 0 17 0 0 0 18 :[:eismic Seismic 0 0 0 A CHORD FORCE DESIGN 1 Diaphragm Diaphragm Diaphragm Moment Chord Cd x Nails Number of Load (plo Length (ft) Depth (ft) (ft -lbs) Force Capacity Nails Req'd Roof Axis 1 102 16 24 3063 130 195 1 ' Roof Axis 2 88 24 16 6075 392 195 3 Use a minimum (3) 16d common nails at each top plate splice ' Diaphragm Diaphragm Diaphragm Moment Chord Cd x Nails Number of N/A Load (plf) Length (ft) Depth (ft) (ft -lbs) Force Capacity Nails Req'd Floor Axis 1 1 0 0 1 0 0 195 0 ' Floor Axis 2 0 0 1 0 0 195 0 Use a minimum (0) 16d common nails at each top plate splice 1-- U) J U LU U Lu U) O 0 w Cr J Q F_ z LU 0 U) Lu cC Tihf 4 4 QUWOJ P.O. Box 1504 78-495 Calle Tampico La Quinta, California 92253 Building & Safety Department (760) 777-7012 FAX (760) 777-7011 Date: - March 2, 2012 Project: 47-410 Via Cordova HTE No. 11-1275 Contact: John — 760-641-5609 Check Date . 3/2/12 . 2/23/12 . 3/2/12 Agency Non -Structural Issues: Structural Issues: Planning Approval: Public Works Approval: Health Department Approval: School Fees: Grant Deed: HOA Approval: Assessors Site/Floor Plan: Status APPROVABLE APPROVABLE N/A N/A N/A N/A RECEIVED Contractor Information: State & City License #'s, Workman's Comp, Sub -list. ❑ Building Permit Fee Fees created: Permit printed: Inspection card created: Fees: $599.80 Due: YES $599.80 u CTFCalifornia TrusFrame.. BwlcLT� Co,KpoTerts �nr a lj'r+urer Fat�u,� 23-665 Cajalco Road, Parris California 92570 PH: 909-484-4800 TRUSS CALCULATIONS LAYOUTS TODAY'S DATE: 02/08/12 CTF JOB 11117 , CST; ONTACT 1DANNYARMOUR (760 BUILDER PROD The 47-410 La Qui o it - 1%15- CITY ztsCITY FLA QUINTA BUILDING & SAFETY DEPT, APPROVED FOR CONSTRUCTION -' .1 DATE m 0 a .- 1-9479)°�' ,1. MI4 1°vdU, ;lam ER: WI WrING 'r yKIP ki VpaCOYgOV.a it 11 91 53 INDEX: TN r`FRONT POCKET:BINDER CONTENTS:SS LAYOUTS & CX�LC'S BACK POCKET: N/A LOOSE ADDITIONAL: N/ACEIVED FEB 10 2012 10-6-0 M ca O 19 le Truss Layout: Whiting Residence 47-410 Via Cordova, La Quinta California 92253 ARMOUR BUILDING COMPONENT DESIGN & ENGINEERING SERVICES SHOP DRAWING REVIEW: This component lay and it's applicable component engineering has been reviewed for general conformance with the construction documents only, and may be subject to additional requirements shown in the construction documents. The component manufacturer is responsible for this projects components applications of other trades as it regards dimensions, coordination and applications of other trades, and applicable loading of these other trades. � eviewed and accepted 2:29 pm, February 8, 201 1. Reviewed & Accepted � 2. Rejected 3. Submit Specified Item 4. Revise & Resubmit 5. Make Corrections Noted SIMPSON HARDWARE SCHEDULE A SERIES @ HEELS USE H1 @ 48" 0. C. TO ATTACH B.C. TO TOP PLATE. B -SERIES ATTACHED TO A-GRDR USE LUS2S26. B, USE H1 @ 48" O.C. TO ATTACH B.C. TO BEAM. B2 & B3 -DRAG USE USE H4 EVERY TRUSS TO ATTACH B.C. OF TRUSS TO TOP PLATE CTF California TrusFrame.,. Bu/&;o G'onrParerts dv"- ,2 (r'�ee7er /,a- &'W, FThPrfol, D -VerityI to Fab Pocke IcatioA 10-6-0 M ca O 19 le Truss Layout: Whiting Residence 47-410 Via Cordova, La Quinta California 92253 ARMOUR BUILDING COMPONENT DESIGN & ENGINEERING SERVICES SHOP DRAWING REVIEW: This component lay and it's applicable component engineering has been reviewed for general conformance with the construction documents only, and may be subject to additional requirements shown in the construction documents. The component manufacturer is responsible for this projects components applications of other trades as it regards dimensions, coordination and applications of other trades, and applicable loading of these other trades. � eviewed and accepted 2:29 pm, February 8, 201 1. Reviewed & Accepted � 2. Rejected 3. Submit Specified Item 4. Revise & Resubmit 5. Make Corrections Noted SIMPSON HARDWARE SCHEDULE A SERIES @ HEELS USE H1 @ 48" 0. C. TO ATTACH B.C. TO TOP PLATE. B -SERIES ATTACHED TO A-GRDR USE LUS2S26. B, USE H1 @ 48" O.C. TO ATTACH B.C. TO BEAM. B2 & B3 -DRAG USE USE H4 EVERY TRUSS TO ATTACH B.C. OF TRUSS TO TOP PLATE CTF California TrusFrame.,. Bu/&;o G'onrParerts dv"- ,2 (r'�ee7er /,a- &'W, Job russ I russ I ype Qly Ply 00 WHITING A MONO TRUSS 4 1 TCDL ,14.0...; Lumber Increase 1.25 BRACING BC 0.33 Job Reference (optional) ��•�••� •�_�� „ao, ��+,�, �_"„��••��, ,.cwsnug cowii rvulnX inausmas, mc. weo rep ua lJ: w:ua eu is raga 9-0-12 ID:BZDPYBTnnhbgYF84RbQA1 nznA08-V9VjUA30ljJYYOIENMJIJ5p9bToSp?m4OW-V4n9pD 4-4-8 7-9-0 I 11-5-12 15-6-0 4-4-8 34-8 3-8-12 4-0-4 Qv4 - 3x4 = 2 0.25 12 3x4 = 3 3x4 = 4 Scale = 1:25.0 Camber = 3/16 in 3x4 = 5 2X4 II JX4 1 Jx4 = JX4 = JX4 = 2X4 II 9-0-12 2-2-8 , I 7 LOADING (psf): SPACING!'! 2-0-0 Vert(LL) -0.08 . ' CSI. ' TCLL . ' x.;20.0' ” Plates Increase 1.00 Horz(TL) 0.05 TC 0.256 TCDL ,14.0...; Lumber Increase 1.25 BRACING BC 0.33 BCLL -10.0" , ;0.0''. Rep' Stress Incr YES BOT CHORD WB 0.48 BCDL:;, 10.0..•.. ': Code IBC2009frP12007 installed during truss erection, in accordance with Stabilizer (Matrix -M) LUMBER: '1 TOP'CHORD'-2 x 4 DF No.1 &Btr-G < ;: air: BOT CHORD 2 x 4 DF No.1 &BtcG WEBS•'r `:'••,2•X 4 DF Stud/Std_ G REACTIONS (Ib/size) 11=669/0-5-8 (min. 0-1-8), 6=669/0-5-8 (min. 0-1-8) Max Horz11=9(LC 4) Max Upliftl l=-l(LC 4), 6=-2(LC 4) 9-0-12 15-6-0 DEFL in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.08 8-9 >999 360 MT20 220/195 Vert(TL) -0.26 8-9 >705 240 Horz(TL) 0.05 6 n/a n/a Wind(LL) 0.07 8-9 >999 240 Weight: 66 Ib FT = 0% BRACING 7OP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ,1-11=-631/60, 1-2=-1187/68, 2-3=-2358/182, 34=-2215/168, 4-5=-923/54, 5-6=-643/60 BOT CHORD ;,10-13=-222/2114, 9-13=-222/2114, 9-14=-225/2439, 8-14=-225/2439, 8-15=-182/1756, 7-15=-182/1756 WEBS 'I, 1-10=-50/1178, 2-10=-1018/159.2-9=0/315,3-8=-276/66, 4-8=0/510,4-7=-963/147, 5-7=-5111022 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-05; 90mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise) and C -C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 6. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QROFESS/0,y L J. E- r F'L J Z �No. C 048241 m r-. 6/30/12 �, CIVIC \F CAOIS ......R.. ....., nenDiv wwnivnga, UA,o i you, Danny nnmuun "'a' s r+ug co [u i i Mi eR inuusmes, mWed ea Feb uc uau:ua ua it rage i I D:BZDPYBTnnhbgYF84RbQA 1 nznA08-zM 35i W4e30P.P9YtQw4gXrl M MNtC6YXwDcgV,�%vir29pC 3-7-12 7-8-0 0.25 12 Scale = 1:12.2 3x4 = 1 3x4 = 2 3x4 - 3 Zx4 11 t 2x4 11 9-0-12 9-0-12 + 1-4-14I 5-7-1 russ russ ype y y 00 2-0-15 Al I1LIlIG MONO TRUSS 2 1 z (loc) I/defl Ud PLATES GRIP TCLL.., , 20.0 Job Reference (optional) ......R.. ....., nenDiv wwnivnga, UA,o i you, Danny nnmuun "'a' s r+ug co [u i i Mi eR inuusmes, mWed ea Feb uc uau:ua ua it rage i I D:BZDPYBTnnhbgYF84RbQA 1 nznA08-zM 35i W4e30P.P9YtQw4gXrl M MNtC6YXwDcgV,�%vir29pC 3-7-12 7-8-0 0.25 12 Scale = 1:12.2 3x4 = 1 3x4 = 2 3x4 - 3 Zx4 11 t 2x4 11 9-0-12 9-0-12 + 1-4-14I 5-7-1 7-8-0 14-14 4-2-2 2-0-15 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL.., , 20.0 Plates Increase 1.00 - TC 0.121, Vert(LL) -0.01 5-6 >999 360 MT20 220/195 TCDL . ,14.0 i Lumber Increase 1.25 BC 0.11 Vert(TL) -0.03 5-6 >999 240 BCLL ' , 0.0 '. ; Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 ' • Code IBC20091fP12007 -(Matrix -M) 5 Wind(LL) 0.00 5 >999 240 Weight: 34 1b FT = 0% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G .:: ° .�.; c .E:r _::; .. ; : 1 • . JOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 x 4 DF No.1 &Btu G end verticals. WEBS 2 X 4 DF,Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. •• MiTek recommends that Stauilizers and required cross bracing be + • • ; : - installed during truss erecbom, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 7=324/0-3-8 (min. 0-1-8), 4=324/0-5-8 (min. 0-1-8) Max Horz 7=4(LC 4) Max Uplift4=-1(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-326/30.1-2=-280/4,2-3=-348/10,3-4=-311/40 - BOT CHORD 6-9=-102/600,5-9=-102/600 _ WEBS 1-6=-3/361, 2-6=-359/104, 2-5=-295/104, 3-5=-13/405 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-05; 90mph; TCDL=8.4psf; BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C -C Interior(1) zone;C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has-been designed, for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 9) This truss has been designed for a moving concentrated load of 25.O1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PROF E SS/0J.� LLJ �No. C 048241 .Exp 6/3— /12 cjvi \_ CAO Job russ I russ I ype Qty Ply O WMITING A -DRAG MONO TRUSS 1 11Job PLATES GRIP TCLL - ; 20.0 Plates Increase 1.00 TC - 0.35; Vert(LL) -0.01 7-8 >999 360 Reference (optional) ...9..1 -0.. -..1.2... ...............•.......•.........y..,..,,,...,..,., .,�..... ...... .. ID:BZDPYBTnnhbgYF84RbQAt<.znA-8y- RYd.TvS„GgKZuGwniuRcdaUunuL.mvocWu vrTcZHvVik'H.uuO WYW4 13 4-4-8 7-9-0 11-5-12 15-6-0 1 4-4-8 3-4-8 F 3-8-12 4-0-4 Scale = 1:25.0 0.25 F12 3x5 = 3x4 = 3x4 = 3x4 = 2 3 4 5 11 12 10 13 9 14 oxY — axq — 2x4 II 9-0-12 9-0-12 2-2-8 1 6-3-2 ) 9-2-14 13-5-1 15-6-0 2-2-8 4-0-9 2-11-12 4-2-2 11 2 0 15 LOADING(psf) SPACING 2-0-0 CSI- DEFL in (loc) I/deft Ud PLATES GRIP TCLL - ; 20.0 Plates Increase 1.00 TC - 0.35; Vert(LL) -0.01 7-8 >999 360 MT20 220/195 TCDL1, ' ,14.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.04 7-8 >999 240 BCLL . , , 0.0.' , Rep Stress.lncr YES WB 0.49 Horz(TL) 0.02 6 n/a n/a - BCDL -'-' 10.0 ' ' Code IBC2009/TP12007 (Matrix -M) Wind(LL) 0.01 7-8 >999 240 Weight: 66 lb - FT = 0% LUMBER BRACING TOP CHORD:'2 x 4 DF No:1 &Btr.G. ^^ :r".rc...;` - . _ .,TOP CHORD Structural wood sheathing directly applied or 5-2-1 oc purlins, except BOT CHORD 2 x 4 DF. N0.1 &Btr G end verticals. WEBS 2 X 4 DF Stud/Std G'' ;. BOT CHORD Rigid ceiling directly applied or 4-6-11 oc bracing. ,.. MiTek recommends that Stabilizers and required cross bracing be -.`> • • .:- r installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 7-10-0 except Qt=length) 6=0-5-8. (lb) - Max Horz11=1O(LC 12) • ' ' ,. ,;'_r '• : , Max .Uplift All uplift 100 Ib or less at joint(s) 10 except 11=-485(LC 12), 6=-259(LC 13), 9=-174(LC 13) Max Grafi All reactions 250 Ib or less atjoint(s) 10 except 11=567(LC 11), 6=602(LC 10), 9=927(LC 10) i. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. - TOP CHORD 1-11=-541/476, 1-2=-1064/1124, 2-3=-1631/2094, 3-4=-1671/1248, 4-5=-1352/941, 5-6=-580/259 BOT CHORD 10-,12=-1443/1478.10-13=-782/506, 9-13=-2190/2144, 9-14=-994/1113, 8-14=-190312022, 8-15=-917/1537, 7-15=-917/1537 WEBS' 1-10=-1236/1130, 2-10=-1314/1296, 2-9=-1584/1106, 3-9=-1304/585, 3-8=-480/843, 4-8=-924/697, 4-7=-831/585, 5-7=463/901 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-05; 90mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C -C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10 except (jt=lb) 11=485, 6=259.9=174. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. RQ F E SS/0 10) This truss has been designed for a total drag load of 360 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist �sigQ loads along bottom chord from 0-0-0 to 7-10-0 for 712.4 plf. X33J, 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.�QE' LOAD CASE(S) Standard r; V 2 2 No. C 048241 `� m c� Exp 6/30/12 9 CIVIL �F CALIF�� JOb I russ russ I ype uly ply o0 WHITING A-GRDR MONO TRUSS 1 2 Job Reference (optional) rusrrame Inc., Kancno Cucamonga, UA,a1 rJu, uanny Armour 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Feb 08 13:10:12 2012 Page 1 9-0-12 ID: BZDPYBTnnh bgYF84RbQA t nznAO8-Nxl EKY6 WMxp_OOb?cCOETx_ge4A6115fV�_lyn9p9 4-4-8 7-9-0 11-5-12 15-M 4-4-8 3-4-8 I 3-8-12 I 4-0-4 dvS — 3x4 = 2 0.25 FfY 3x4 = 3 3x4 = 4 Scale = 1:25.0 Camber = 3/16 in 3x5 = 5 2X4 11 YxJ — 1 oA; — Jxv = Jx0 = 2x4 It 9-0-12 9-2-14 9-0-12 LOADING(psf) :; SPACING — 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL- 20.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.10 8-9 >999 360 MT20 220/195 TCDL .. ,14.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.31 8-9 >587 240 BCLL ; 0.0 ' : Rep• Stress lncr • NO WB 0.65 Horz(TL) 0.03 6 n/a n/a BCDL .,i 10.0' Code IBC2009/TPI2007 .,.(Matrix -M) Wind(LL) 0.07 8-9 >999 240 Weight: 156 lb FT = 0% LUMBER ,. i BRACING TOP CHORD'2.x 4 DF No.1 &Btr.G TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc purlins, except BOT CHORD 2 X 6 DF SSG end verticals. WEBS '_'. ' •2 X 4 DF Stud/Std G " :,. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 11=2132/0-5-8 (min. 0-1-8), 6=2168/0-5-8 (min. 0-1-8) Max Horz11=9(LC 3) Max Upliftl 1 =-618(LC 3), 6=-623(LC 3) I. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP.CHORD 1-11=-1374/47, 1-2=-3265/72, 2-3=-6436/171, 34=-6072/161, 4-5=-2582/59, 5-6=-1490/49 BOTCHORD 11-12=-26/274, 10-12=-26/274, 10-13=-190/5320, 9-13=-190/5320, 9-14=-201/6409, 14-15=-201/6409, 8-15=-201/6409, 8-16=-157/4407, 16-17=-157/4407, 17-18=-157/4407, 7-18=-157/4407 WEBS ' 11-10=-57/3198, 2-10=-2222/119, 2-9=0/1227, 3-8=-403/44, 4-8=-7/1828, 4-7=-2066/111, 5-7=-58/2832 NOTES 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 x 4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been checked for uniform roof live load only, except as noted. 4) Wind: ASCE 7-05; 90mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. QF SS/ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 11- 17�R O* 6=623. O Q. 4 10) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANS R1 -` `��iQ l �` 11) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel point W % Y Bottom Chord, nonconcurrent with any other live loads. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. t -n Z 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 586 Ib down and 575 1 t ON -42, C 048241 rn 228 Ib down and 13 Ib up at 2-0-12, 280 Ib down and 13 Ib up at 4-0-12, 280 Ib down and 13 Ib up at 6-0-12, 280 Ib dow ad 13 It. up at � 8-0-12, 280 Ib down and 13 Ib up at 10-0-12, 280 Ib down and 13 Ib up at 12-0-12, and 164 Ib down and 12 Ib up at 14-0 2, nr ,6 Ib 6/30/12 C down tand 575 Ib up at 15-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility f ' - LoOnAD 2Agjrg) tandard CION W CAV Job russ I russ I ype ully ply 00 WHITING I"-GRDR MONO TRUSS t Z Job Reference (optional) --.._..._..._.,.._.._._.._......._.. ........ ._,......, AT,'z <,. x"1'�o''6"W"u"p"0"''...C''oma" ID:BZDPYBTnnhbgYF84RbOA1 nznAOB-NxIEKY6WMxp_OOb?cCOETx_ge4A6115flejxdgzn9p9 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=-68; 6-11=-20 Concentrated Loads (lb) Vert: 11=-5866=-586 10=-228(8) 9=-280(B) 13=-280(8) 15=-280(B) 16=-280(B) 18=-280(B) 19=-164(B) QROF E SS/5,4/ J . f Rh.,9lF� W �'No. C 048241 `� Ex 6/30/12 . - . P• �--- . 3 fFlo- CAL' Job russruss ype y y WHITING 8 11 SPECIAL 5 1ob loo .•. CSI DEFL in (loc) I/deft Reference (optional) 9-6-12 ID:BZDPYBTnnhbgYF84Rb0A1nzn'5 B6 r7JcXu787FxreAA89;T78k IU I pXITV9Gzn9p8 i 4-11-8 9-11-0 4-11-8 4-11-8 3x4 = 3x9 = 1 12 2 13 3x5 = 3 2x4 11 4 8 i 14 7 6 3x4 = 2x4 II 3x4 = 15 5 3x7 = Scale = 1:17.9 Camber = 3/16 in 9-0-12 9-6-12 2r2-12 9-11-0 9_n_n 419_1 - --- Plate Offsets (X,Y): [3:0-1-12,0-1-8] LOADING(psf) - ; SPACING'. 1 2-0-0 :. .•. CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL•:, ' ; 20.0 Plates Increase . 1.00 TC . • 0.57) Vert(LL) -0.10 5-6 >956 360 MT20 220/195 Mason W� Lumber Increase 1.25 BC 0.39 Vert(TL) -0.29 5-6 >319 240 BCL'L ;. ; 0.0 "•^• Rep Stress Incr NO 8 i 14 7 6 3x4 = 2x4 II 3x4 = 15 5 3x7 = Scale = 1:17.9 Camber = 3/16 in 9-0-12 9-6-12 2r2-12 9-11-0 9_n_n 419_1 - --- Plate Offsets (X,Y): [3:0-1-12,0-1-8] LOADING(psf) - ; SPACING'. 1 2-0-0 :. .•. CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL•:, ' ; 20.0 Plates Increase . 1.00 TC . • 0.57) Vert(LL) -0.10 5-6 >956 360 MT20 220/195 TCDL ,14.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.29 5-6 >319 240 BCL'L ;. ; 0.0 "•^• Rep Stress Incr NO WB 0.34 Horz(TL) 0.00 5 n/a n/a BCDL-,•,1 : 10.0 Code IBC2009/TPI2007 `_(Matrix -M) Wind(LL) 0.00 6 >999 240 Weight: 43 Ib FT = 0% LUMBER i BRACING TOP CHORD 2'k 4 DF No.1 &BtrG _ TOP CHORD BOT CHORD 2 x 4 DF.No.1&Btr G: , WEBS 2 X 4 DF ;Stud/Std: G''. BOT CHORD JOINTS REACTIONS (Ib/size) 5=300/Mechanical, 9=583/0-3-8 (min. 0-1-8) Max Uplifts=-1(LC 4), 9=-8(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-35/368.2-13=-35/368 BOT CHORD 6-15=-1371440,5-15=-137/440 WEBS 3-6=-624/158,3-5=-299/158,6-11=-18/286,11-13=-18/286 6-0-0 oc max: 1-4, except end verticals. Except 6-0-0 oc bracing: 14 Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 1, 4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-05; 90mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C -C Interior(1) zone;C-C for.members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed, for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ., 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 5, 9. ;-10) This truss is designed!in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Q 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down and 5 Ib up atr> top chord. The design/selection of such connection device(s) is the responsibility of others. �F �P 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). G LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plo Vert: 1-4=-68, 7-8=-20, 5-6=-20 W No. ,Exp. )FES ESSlolk ��• E6 ql C 048241 m 6/30/12 � Continued on page 2 / v 4"e C� CAL1F Job russ Icuss ype o 0HITING W B- SPECIAL 1",7y 57 Job Reference (optional) i ru—urriu m0., md— l uG munga, l m,v 1 /Ju, uanny Hnnuur '8'' "' L7 Lul l mi I eK Iccusmes, Inc. Wea Yep uo 13:lu:i Zuiz rage z I D: BZDPYBTn nhbgYF84RbQA1 nznAOB-r7JcXu78,F..AAB9wT?BXwI UUjUHAPXIN9Gzn9p8 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 1=-48(F) F RpF L SS/OM rn 7Z LLJ �N•). C 048241 m Exp. 6/30/12 9�r cel o- Job russruss ype y y 00 WHITING IJob 81 SPECIAL 1 1 7-1-14 W3 EV2 SPACING •' 2-0-0 := CSI DEFL in Reference (optional) ua�a„o niu.,r.arnau wuanwuyo, �,n,air�u, vmwy .auww r.cou snug co cull mn eR mausmns. mc. uvea rnu vo 9_ y. gcvic rage i 9-012 ID:BZDPYBTnnhbgYF84RbOAlnznAOB-JJt_ID8nuZ3iGJIOjdOiYM38Yut DoymyC2hjzn9p7 2-9-2 4-11-8 9-11-0 2-9-2 2-2-6 4-11-8 Scale = 1:17.9 Camber = 1/16 in 1 j3x4 = 2x4 II 2 3x7 = 3 2x4 11 4 7 1 8 L><1 9 5 2x4 II 6 3x9 = 3x7 = ? 9-0-12 9-0-12 T1 z-7-2 2r9 2 EV1 VV1 W4 7-1-14 W3 EV2 SPACING •' 2-0-0 := CSI DEFL in B1 PLATES GRIP TCLL:: ;20.0 :', 7 1 8 L><1 9 5 2x4 II 6 3x9 = 3x7 = ? 9-0-12 9-0-12 z-7-2 2r9 2 9-11-0 2-7-2 2- 7-1-14 LOADING(psf) SPACING •' 2-0-0 := CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL:: ;20.0 :', Plates Increase 1.00 .. TC 0.35i Vert(LL) -0.05 5-6 >999 360 MT20 220/195 TCDL ; ;14.0 ' ' Lumber Increase :1.25 BC 0.25 Vert(TL) -0.14 5-6 >616 240 BCLL ; 0.0.' Rep Stress Incr NO WB 0.13 Horz(TL) 0.00 5 n/a n/a BCDU 10.0 •:_ Code IBC20091TPI2007 '.. (Matrix -M) Wind(LL) -0.00 5-6 >999 240 Weight: 42 Ib FT = 0% LUMBER I BRACING TOP CHORD: -4 DF No.1 &Btr G i :. :=: c: :.. TOP CHORD 6-0-0 oc max: 1-4, except end verticals. Except: BOT CHORD 2 x 4 DF No.1 &Btr G 6-0-0 oc bracing: 1-4 WEBS' '`h` 2 X 4 DF Stud/Std, G-- _ j. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. I JOINTS 1 Brace at Jt(s): 4, 1 �: n c•r::� " .. ,.a 4_a: _ ' :. - _ . MiTek recommends that Stabilizers and required cross bracing be s a ,.:: . :::...... . ...... :...........:..:'" . ,.-, .=;.. - _.._ . .....,.., i installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 6=647/0-5-8 (min. 0-1-8),5=248/Mechanical Max Uplift6=-1(LC 4), 5=-1 (LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-84/320,2-3=-84/320 BOT CHORD 6-9=-78/260, 5-9=-78/260 WEBS 1-6=332/98, 3-6=-628/175 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-05; 90mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C -C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Thistruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed, for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 6, 5. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down and 5 Ib up at 0-1-12 on • top chord. The design/selection of such connection device(s) is the responsibility of others.QF E SS/ 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). QR 0/j/ LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-68, 5-7=-20 Concentrated Loads (lb) Vert: 1=-48(F) �No. C 048241 `n m F,,,, 6/30/12 f CIU�L F CAL1F� o - -cuss 0-4-1 OP cuss ype y y o 0 WHITING B2 SPECIAL 1 1 W3 EV2 (loc) I/deft Ud PLATES GRIP TCLL ; 20.0 Plates Increase 1.00 : - B1 Job Reference (optional) --Y nuuum i.— s -6 u w.. mi i nn umusmns, mu. vveu Ir vo _V a w is raye 9 012 ID:BZDPYBTnnhbgYF84RbQAlnznA8-oVQMyZ9PesBYtTKaHKxx5ZcWl y 6?cycE9zn9p6 I 3-410 411-8 9-11-0 3-4-10 1-6-14 1— 411 8 1 13x4 = 2x4 II 3x4 - 2 3 2x4 II 4 7 8 9 5 2x4 11 6 3x9 _ 3x5 = 9-0-12 9-0-12 Scale = 1:17.9 3-0-0 0-4-1 OP 6-6-6 T1 EV1 W1 W4 W2 CSI W3 EV2 (loc) I/deft Ud PLATES GRIP TCLL ; 20.0 Plates Increase 1.00 : - B1 Vert(LL) -0.03 5-6 >999 360 7 8 9 5 2x4 11 6 3x9 _ 3x5 = 9-0-12 9-0-12 Scale = 1:17.9 3-0-0 0-4-1 OP 6-6-6 Plate Offsets (X,Y): [3:0-1-8,0-1-81 LOADING(psf) SPACING . 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL ; 20.0 Plates Increase 1.00 : - TC : 0.27, Vert(LL) -0.03 5-6 >999 360 MT20 220/195 TCDL' 14.0 ,: Lumber Increase 1.25 BC 0.20 Vert(TL) -0.09 5-6 >820 240 BCLL , . ', 0.0 •: Rep Stress Incr ' NO WB 0.11 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IBC20091TPI2007 :(Matrix -M) Wind(LL) -0.00 5-6 >999 240 Weight: 44 Ib FT = 0% LUMBER '.. BRACING TOP.CHORD 2 x 4 DF No.1 &BtrG r TOP CHORD 6-0-0 oc max: 1-4, except end verticals. Except: BOT CHORD 2 x 4 DF No:1 &Btr G 6-0-0 oc bracing: 14 WEBS' - .2 X 4 DF.:Stud/Std G !. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. I JOINTS 1 Brace at Jt(s): 4, 1 `... _... _ _ .• MiTek recommends that Stabilizers and required cross bracing be - installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (Ib/size) 6=710/0-94 (min. 0-1-8), 5=184/Mechanical Max Uplift6=-2(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-72/410,2-3=-72/410 WEBS 1-6=-445/84, 3-6=-489/127 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-05; 90mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C -C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed. for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10c nails. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down and 5 Ib up at 0-1-12 on top chord. The design/selection of such connection device(s) is the responsibility of others.QF E SS/ 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). QR �/�/� LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-68, 5-7=-20 Concentrated Loads (lb) Vert: 1=-48(F) �����\PSL J FR`Qg2F�yc, c �No. C 048241 G �IVI� \F CSU o••russ CSI TC 0.76' BC 0.38 WB 0.75 (Matrix -M) russ ype y y o 0 WHITING B3 -DRAG SPECIAL 2 1 TOP CHORD 4-2-12 oc max: 1-5, except end verticals. Except: BOT CHORD 2 x 4 DF No.1 &Btr G 4-3-0 oc bracing: 1-5 Job Reference (optional) J 1 . _.............._........�.., ,,...•....._..y,.. ,,,,._ , .......,..,,.., ,,.,,,.,,., y -U-1 L , .<..� � .,,.y <.. <.. ' � ..�, , �� ,�,���� 'o�, ,� '�. ..�' 'o� 'o , �. � �. , o cv , < rayo ' ID:BZDPYBTnnhbgYF84Rba1nznAOB-Gi_IAv91PAJPVdvmr2SAdn9OaiXg� .' Gh9mbzn9p5 2-6-10 4-6-0 7-4-6 9-11-0 2-6-10 1-11-6 2-10-6 2-6-10 4x0 _ 4x6 = 9-0-12 7-3-8 9-0-12 Scale = 1:17.9 LOADING(psf) SPACING. 2-0-0 TCLL- . ,20.0 Plates Increase 1.00 TCDL: 14.0 .. Lumber Increase 1.25 BCLL , 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2009/TPI2007 CSI TC 0.76' BC 0.38 WB 0.75 (Matrix -M) DEFL in Vert(LL) -0.01 Vert(TL) -0.01 Horz(TL) -0.00 Wind(LL) 0.01 (loc) I/defl L/d 6-7 >999 360 6-7 >999 240 6 n/a n/a 6-7 >999 240 PLATES GRIP MT20 220/195 Weight: 43 Ib FT = 0% LUMBER: BRACING TOP CHORD -.2 x 4 DF No:1 &BtrG i TOP CHORD 4-2-12 oc max: 1-5, except end verticals. Except: BOT CHORD 2 x 4 DF No.1 &Btr G 4-3-0 oc bracing: 1-5 WEBS 2 X 4 DF Stud/Std G _ .. !. BOT CHORD Rigid ceiling directly applied or 4-8-2 oc bracing. JOINTS 1 Brace at Jt(s): 1, 5 - _ MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 6=11/0-5-8 (min. 0-1-8), 8=964/0-5-8 (min. 0-1-10) Max Horz8=-9(LC 13) Max Uplift6=-575(LC 13), 8=-577(LC 12) Max Grav6=586(LC 10), 8=1540(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-871/856, 2-3=-1567/1965, 3-4=-2449/3570, 4-5=-809/791 • ' . BOT•CHORD 10-11=-400/40, 9-11=-400/40, 9-12=-1274/153, 8-12=-1274/153, 8-13=-2091/1845, 7-13=-1065/901, 7-14=-911/202,6-14=-1716/1628 WEBS 2-10=-44/450, 2-9=-295/60, 3-9=-166/958, 3-8=-560/89, 4-8=-2679/1764, 4-6=-1672/1953 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-05; 90mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C -C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 6=575, 8=577. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 25.01b dead located at all mid panels and at all panel points along th QRO F E SS/�� Bottom Chord, nonconcurrent with any other live loads. 9 10) This truss has been designed for a total drag load of 360 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resi r loads along bottom chord from 4-6-0 to 9-11-0 for 659.1 plf. �P F 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 24 Ib down and 2 Ib u an -12,gn C 048241 r' top chord. The design/selection of such connection device(s) is the responsibility of others. L� — 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Lxp. Continued on page 2 A 6/30/12 \F CAL' Job ' • Truss•I I russ I ype y y 00 WHITING IJob B3 -DRAG SPECIAL 2 1 Reference (optional) I IU>rl allltl IIIF, Rtlll{IN liY4alll Ullga, liH,e. /JV, UallllY W IIIOUI "M a.vug co cu i i rvu eR inuu--, in, vveu rev uo ro: w: io cu �c rage c ID:BZDPYBTnnhbgYF84RbQA1 nzn Z68-Gi_IAv91 PA.JPVdvmr2SAdn9OaiXghYaFDGh9mbzn9p5 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=-68, 8-10=-44(F=-24), 6-8=-20 Concentrated Loads (Ib) Vert: 1=-24(F) QROF�SS/0 P�\- J . ERS tiF-- �No. C 048241 `n m Fvn 6/30/12 �. c l o - v F CAU